阅读说明：本技术 兼具限位、抗风、抗震功能的桥梁侧向支座及桥梁侧向支撑方法 (Bridge lateral support with limiting, wind-resistant and earthquake-resistant functions and bridge lateral support method ) 是由 邓青儿 戴伟 谷冬 唐嘉琳 资道铭 王志强 王小平 于 2019-12-20 设计创作，主要内容包括：本发明涉及一种桥梁侧向支座,沿水平横向设置于桥塔和桥主梁之间,桥梁侧向支座包括座体和弹性体。座体能够固定设置于桥塔(或桥主梁)。弹性体的一端沿水平横向设置于座体远离桥塔(或桥主梁)的一侧,弹性体远离座体的另一端能够与桥主梁(或桥塔)抵接,弹性体远离座体的另一端能够相对于桥主梁(或桥塔)在竖直面内滑动,弹性体的材质包括柔弹性材质。本发明还涉及一种使用上述桥梁侧向支座的桥梁侧向支撑方法。上述桥梁侧向支座及桥梁侧向支撑方法,在约束桥主梁相对于桥塔的水平横向移动的同时,弹性体以自身的柔弹性消耗桥主梁横向的动能,大大减小了传递至桥塔的地震力,进而允许减小桥塔的尺寸及基础规模。(The invention relates to a bridge lateral support which is horizontally and transversely arranged between a bridge tower and a bridge girder and comprises a base body and an elastic body. The seat body can be fixedly arranged on the bridge tower (or the bridge girder). The one end of elastomer transversely sets up in the pedestal one side of keeping away from bridge tower (or bridge girder) along the level, and the other end that the pedestal was kept away from to the elastomer can slide in vertical face for bridge girder (or bridge tower) with bridge girder (or bridge girder) butt, the other end that the pedestal was kept away from to the elastomer, and the material of elastomer includes gentle elasticity material. The invention also relates to a bridge lateral supporting method using the bridge lateral support. According to the bridge lateral support and the bridge lateral support method, the horizontal transverse movement of the bridge girder relative to the bridge tower is restrained, and meanwhile, the elastic body consumes the transverse kinetic energy of the bridge girder through the flexibility of the elastic body, so that the seismic force transmitted to the bridge tower is greatly reduced, and the size and the basic scale of the bridge tower are allowed to be reduced.)

1. The utility model provides a bridge side bearing transversely sets up between bridge tower and bridge girder along the level, its characterized in that, bridge side bearing includes:

the base body can be fixedly arranged on the bridge tower (or the bridge girder);

the elastomer, the one end of elastomer transversely set up in one side that the bridge tower (or bridge girder) was kept away from to the pedestal along the level, the elastomer is kept away from the other end of pedestal can with bridge girder (or bridge tower) butt, the elastomer is kept away from the other end of pedestal can slide in vertical face for bridge girder (or bridge tower), the material of elastomer includes gentle elasticity material.

2. The bridge lateral support according to claim 1, wherein the elastic body has a shear modulus of elasticity comprised between 0.5MPa and 0.8 MPa.

3. The bridge lateral support according to claim 2, wherein the elastomer has a stiffness in the horizontal transverse direction of 10e6kN/m or less.

4. The bridge lateral support according to claim 3, wherein the elastic body comprises a plurality of layers of rubber and a plurality of layers of steel plates, the plurality of layers of rubber and the plurality of layers of steel plates being alternately arranged in a horizontal transverse stack.

5. The bridge lateral support according to any one of claims 1 to 4, wherein the seat body comprises a seal steel plate, the seal steel plate comprises a fixed side and a mounting side, the fixed side and the mounting side are opposite along a horizontal transverse interval, the fixed side of the seal steel plate can be fixed to a bridge tower (or a bridge girder), one end of the elastic body is fixedly arranged on the mounting side, and the other end of the elastic body, which is far away from the seal steel plate, can be abutted to the bridge girder (or the bridge tower).

6. The bridge lateral support according to claim 5, wherein the seat body further comprises a steel basin fixedly disposed on the mounting side of the seal steel plate, the periphery of the steel basin is fitted with the outer edge of the elastic body, the elastic body is disposed in the steel basin, and the elastic body horizontally and transversely protrudes out of the steel basin.

7. The bridge lateral support according to claim 6, wherein the base body further comprises a plurality of reinforcing ribs, and the plurality of reinforcing ribs are respectively disposed between the outer wall of the steel basin and the seal steel plate along the rotation direction of the steel basin.

8. The bridge lateral support according to claim 5, wherein the seat body further comprises a steel backing plate and a stiffening rib, one side of the steel backing plate can be fixedly arranged on the bridge tower (or the bridge girder), the fixed side of the seal steel plate is fixedly arranged on the steel backing plate, and the stiffening rib is fixedly arranged between the steel backing plate and the bridge tower (or the bridge girder).

9. The bridge lateral support according to claim 8, wherein the seat body further comprises a plurality of anchor bolts, the seal steel plate and the steel backing plate are fixedly arranged on the bridge tower (or the bridge girder) through the plurality of anchor bolts, and the plurality of anchor bolts are distributed at intervals along the rotation direction of the seal steel plate.

10. The bridge lateral support according to claim 5, further comprising a sliding steel plate, wherein one side of the sliding steel plate is fixedly arranged on a bridge girder (or a bridge tower), and the other side of the sliding steel plate abuts against the other end of the elastic body far away from the seat body.

11. A method for supporting a bridge in a lateral direction, wherein a plurality of bridge lateral supports according to any one of claims 1 to 10 are used, and elastic modulus and rigidity of the elastic bodies in the plurality of bridge lateral supports are the same or different; and respectively horizontally and transversely arranging a plurality of bridge lateral supports between the bridge girder and the bridge towers, and adapting the bridge lateral supports with corresponding rigidity according to the horizontal rigidity of the bridge towers.

Technical Field

The invention relates to the technical field of bridge engineering, in particular to a bridge lateral support with limiting, wind-resistant and earthquake-resistant functions and a bridge lateral support method.

Background

The structural system of the large-span cable bearing bridge (cable-stayed bridge or suspension bridge) with the common stress of the tower, the beam, the cable and the foundation is the key for ensuring the overall safety and reasonable performance of the bridge, and the seismic performance of the large-span cable bearing bridge is directly related to the support systems (longitudinal support system and transverse support system) thereof. In the design of a traditional cable-stayed bridge or a traditional suspension bridge, a transverse rigid support is generally arranged between a main beam and a main tower to restrain relative movement between the towers and the beams. The transverse loads such as wind load, temperature load, earthquake force and the like borne by the main beam are directly transmitted to the main tower, so that the pier and the tower bottom are weak anti-seismic parts, the size and the foundation scale of the tower pier are increased, and the total manufacturing cost of the bridge is greatly increased.

Disclosure of Invention

Therefore, the bridge lateral support and the bridge lateral support method which have both transverse limiting and anti-seismic performance of the bridge need to be provided aiming at the problems of large size and high cost of a tower pier caused by anti-seismic requirements of the existing bridge.

A bridge lateral support disposed horizontally between a bridge tower and a bridge girder, the bridge lateral support comprising:

the base body can be fixedly arranged on the bridge tower (or the bridge girder);

the elastomer, the one end of elastomer transversely set up in one side that the bridge tower (or bridge girder) was kept away from to the pedestal along the level, the elastomer is kept away from the other end of pedestal can with bridge girder (or bridge tower) butt, the elastomer is kept away from the other end of pedestal can slide in vertical face for bridge girder (or bridge tower), the material of elastomer includes gentle elasticity material.

In one embodiment, the elastomer has a shear modulus of elasticity between 0.5MPa and 0.8 MPa.

In one embodiment, the rigidity of the elastic body along the horizontal transverse direction is less than or equal to 10e6 kN/m.

In one embodiment, the elastic body comprises a plurality of layers of rubber and a plurality of layers of steel plates, and the plurality of layers of rubber and the plurality of layers of steel plates are stacked and arranged alternately along the horizontal transverse direction.

In one embodiment, the seat body comprises a seal steel plate, the seal steel plate comprises a fixed side and a mounting side, the fixed side and the mounting side are opposite along a horizontal transverse interval, the fixed side of the seal steel plate can be fixed to a bridge tower (or a bridge girder), one end of the elastic body is fixedly arranged on the mounting side, and the other end, far away from the seal steel plate, of the elastic body can be abutted to the bridge girder (or the bridge tower).

In one embodiment, the seat body further comprises a steel basin, the steel basin is fixedly arranged on the mounting side of the seal steel plate, the periphery of the steel basin is matched with the outer edge of the elastic body, the elastic body is arranged in the steel basin, and the elastic body horizontally and transversely protrudes out of the steel basin.

In one embodiment, the seat body further comprises a plurality of reinforcing ribs, and the plurality of reinforcing ribs are respectively arranged between the outer wall of the steel basin and the seal steel plate along the rotation direction of the steel basin.

In one embodiment, the seat body further comprises a steel backing plate and a stiffening rib, one side of the steel backing plate can be fixedly arranged on the bridge tower (or the bridge girder), the fixed side of the seal steel plate is fixedly arranged on the steel backing plate, and the stiffening rib is fixedly arranged between the steel backing plate and the bridge tower (or the bridge girder).

In one embodiment, the seat body further comprises a plurality of anchor bolts, the seal steel plate and the steel base plate are fixedly arranged on the bridge tower (or the bridge girder) through the plurality of anchor bolts, and the plurality of anchor bolts are distributed at intervals along the rotation direction of the seal steel plate.

In one embodiment, the bridge lateral support further comprises a sliding steel plate, one side of the sliding steel plate is fixedly arranged on a bridge girder (or a bridge tower), and the other side of the sliding steel plate is abutted to the other end, far away from the seat body, of the elastic body.

A bridge comprises a bridge tower, a bridge girder and the bridge lateral support in any one of the schemes, wherein the bridge lateral support is horizontally and transversely arranged between the bridge tower and the bridge girder.

In one embodiment, the bridge comprises a plurality of bridge towers and a plurality of bridge lateral supports, and the bridge lateral supports are respectively arranged between the bridge main beam and the bridge towers along the horizontal transverse direction.

A bridge lateral supporting method, wherein a plurality of bridge lateral supporting seats in any one of the above schemes are used, and the elastic modulus and the rigidity of the elastic bodies in the plurality of bridge lateral supporting seats are the same or different; and respectively horizontally and transversely arranging a plurality of bridge lateral supports between the bridge girder and the bridge towers, and adapting the bridge lateral supports with corresponding rigidity according to the horizontal rigidity of the bridge towers.

According to the bridge lateral support, the bridge and the bridge lateral supporting method, the elastic body is abutted to the bridge girder or the bridge tower and can slide relative to the bridge girder or the bridge tower, so that the bridge girder is allowed to freely translate along the bridge direction or the vertical direction relative to the bridge tower in an earthquake. When horizontal lateral shifting of the main bridge beam relative to the bridge tower is restrained, the elastic body consumes the horizontal kinetic energy of the main bridge beam through the flexibility of the elastic body, seismic force transmitted to the bridge tower is greatly reduced, the size and the foundation scale of the bridge tower are allowed to be reduced, and finally the overall cost of the bridge is reduced.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.

In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.

Fig. 1 is a schematic front view of a bridge lateral support according to an embodiment of the present invention;

FIG. 2 is a schematic side view of a bridge lateral support according to an embodiment of the present invention;

FIG. 3 is a schematic view of a bridge structure according to an embodiment of the present invention;

FIG. 4 is a schematic view of the cross-sectional structure A-A of FIG. 3;

FIG. 5 is a schematic cross-sectional view taken along line B-B in FIG. 3;

FIG. 6 is a schematic view of a semi-floating pontoon system bridge structure according to an embodiment of the invention;

FIG. 7 is a schematic view of a fully floating pontoon system bridge according to an embodiment of the invention;

fig. 8 is a schematic view of a fully floating pontoon system bridge structure according to another embodiment of the invention.

Wherein: 10-bridge tower, 20-bridge girder, 30-bridge lateral support, 31-elastomer, 32-seal steel plate, 33-steel basin, 34-reinforcing rib, 35-steel backing plate, 36-stiffening rib, 37-anchor bolt, 38-sliding steel plate, 40-lower beam and 50-vertical support.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. The following description of the embodiments is merely exemplary in nature and is in no way intended to limit the invention, its application, or uses.

It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. In contrast, when an element is referred to as being "directly on" another element, there are no intervening elements present. In contrast, when an element is referred to as being "directly connected" to another element, there are no intervening elements present. The terms "vertical," "horizontal," "left," "right," and the like as used herein are for illustrative purposes only.

In the description of the present invention, it is to be understood that the terms "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the present invention and for simplicity in description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed in a particular orientation, and be operated in a particular manner and are not to be construed as limiting the present invention.

The bridge bearing is an important structural component for connecting an upper structure and a lower structure of a bridge, is generally positioned between a main bridge and the vertical direction of a pier and a platform, can reliably transfer load borne by the upper structure of the bridge to the lower structure of the bridge, can effectively release temperature stress and unfavorable bending moment, has the functions of earthquake resistance, vibration reduction and even shock insulation, and is an important force transfer device of the bridge. Force transmission can be generated between the main bridge beam and the bridge tower in the vertical direction and the horizontal direction due to external forces such as wind load, temperature load, earthquake and the like. The invention provides a bridge lateral support capable of giving consideration to wind load transfer, temperature load transfer and earthquake load transfer, a bridge and a corresponding bridge lateral support method, which can realize transverse support of a bridge girder and reduce the manufacturing cost of a bridge tower.

As shown in fig. 1 to 3, an embodiment of the present invention provides a bridge lateral support 30, which is horizontally and transversely disposed between a bridge tower 10 and a bridge girder 20, wherein the bridge girder 20 transfers a load to the bridge tower 10 through the bridge lateral support 30, and the bridge tower 10 limits a transverse displacement of the bridge girder 20 through the bridge lateral support 30, thereby ensuring the overall stability of the bridge. Bridge lateral support 30 includes a seat body and an elastic body 31. The seat body can be fixedly arranged on the bridge tower 10 (or the bridge girder 20). One end of the elastic body 31 is horizontally arranged on one side of the seat body far away from the bridge tower 10 (or the bridge main beam 20) along the horizontal direction, the other end of the elastic body 31 far away from the seat body can be abutted against the bridge main beam 20 (or the bridge tower 10), the other end of the elastic body 31 far away from the seat body can slide in the vertical surface relative to the bridge main beam 20 (or the bridge tower 10), and the elastic body 31 is made of flexible elastic materials. The bridge lateral support 30 and the elastic body 31 are abutted against the bridge girder 20 or the bridge tower 10 and can slide relative to the bridge girder 20 or the bridge tower 10, so that the bridge girder 20 is allowed to freely translate along the bridge direction or the vertical direction relative to the bridge tower 10 during earthquake. While restraining the horizontal transverse movement of the bridge girder 20 relative to the bridge tower 10, the elastic body 31 consumes the transverse kinetic energy of the bridge girder 20 by its own flexibility, greatly reducing the seismic force transmitted to the bridge tower 10, allowing the size and the foundation scale of the bridge tower 10 to be reduced, and finally reducing the overall cost of the bridge.

It will be appreciated that when the seat of bridge side mount 30 is secured to pylon 10, elastomer 31 abuts main bridge beam 20, and when the seat of bridge side mount 30 is secured to main bridge beam 20, elastomer 31 abuts pylon 10. The function of the bridge tower 10 is to limit the lateral displacement of the main bridge beam 20, and any structure for limiting the lateral displacement of the main bridge beam 20 can be classified as the bridge tower 10 in the present embodiment. Meanwhile, the bridge girder 20 refers to a bridge slab forming a road surface, and any type of bridge slab may be classified within the scope of the bridge girder 20 in the present embodiment.

In the present invention, the physical properties of the elastomer 31 directly determine the ability of the bridge side bearings 30 to transfer loads between the bridge girders 20 and the pylons 10. In one embodiment of the present invention, the elastic modulus of the elastic body 31 is between 0.5MPa and 0.8MPa, and the damping ratio of the elastic body 31 is higher, generally greater than 0.5. in some working conditions, the damping ratio of the elastic body 31 may also be greater than 1. In the use process of the normal operation (non-earthquake condition) of the bridge, the lateral displacement of the bridge girder 20 caused by wind load or temperature load is mainly limited by the bridge lateral support 30, the bridge lateral support 30 directly transmits the transverse bridge lateral wind load and the like on the bridge girder 20 to the bridge tower 10 of the bridge girder 20 through micro deformation, and the transverse displacement of the bridge girder 20 under the wind load action is limited together with the supports adopted at other pier positions of the bridge girder 20. Under the earthquake condition, the transverse earthquake force applied to the bridge girder 20 is also transmitted to the bridge tower 10 through the bridge lateral support 30, and the elastic body 31 with low elastic modulus and ultrahigh damping ratio can consume a large amount of vibration energy of the bridge girder 20, so that the load borne by the bridge tower 10 is effectively reduced. Meanwhile, the bridge lateral support 30 does not limit the displacement of the bridge girder 20 along the bridge direction and the vertical direction, and meets the constraint requirement of a full-floating or semi-floating body system. In a specific embodiment of the present invention, the elastic body 31 has a shear modulus of elasticity of 0.6MPa and the elastic body 31 has a damping ratio of 1.2.

Further, the rigidity of the elastic body 31 in the horizontal transverse direction is 10e6kN/m or less. The rigidity of the elastic body 31 is directly related to the physical properties of the elastic body 31 and the external dimensions of the elastic body 31, and by designing the physical properties of the material used for the elastic body 31 and the external dimensions of the elastic body 31, the bridge side support 30 with lower rigidity can be obtained. In case of earthquake, the bridge tower 10 and the bridge side supports 30 allow the bridge girder 20 to be displaced in a certain range in the bridge transverse direction, and thus the bridge tower 10 can limit the transverse displacement of the bridge girder 20 with a small supporting force. For example, the rigidity of the traditional 500mm × 500mm plane dimension plate type rubber support in the supporting direction reaches about 1039kN/mm under the condition that the ultimate bearing capacity is 2401kN, while the rigidity of the support reaches 9604kN/mm if 4 traditional 500mm × 500mm plane dimension plate type rubber supports are connected in parallel in the design of the embodiment with the plane dimension of 1050mm × 1050mm bridge side supports 30. On the basis that the ultimate bearing capacity of the bridge lateral support 30 designed at this time reaches 36000kN, the transverse rigidity is only 350 kN/mm. The stiffness in the support direction is only about 1/27 for a conventional slab rubber mount.

Therefore, the transverse bridge direction seismic force transmitted to the bridge towers 10 by the bridge main beam 20 can be reduced, the rigidity of the bridge lateral support 30 can be adjusted according to the difference of the transverse rigidity between the bridge towers 10 (piers) of the bridge, so that the rigidity of each bridge tower 10 (pier) and the rigidity of the bridge lateral support 30 are coordinated, the distribution proportion of the transverse horizontal force between each pier and the bridge tower 10 in the bridge is actively controlled, and the effect of four-two stirring jacks is achieved, so that the stress of the bridge towers 10 and piers is effectively optimized, and the method is economical and reasonable. It will be appreciated that there are a variety of methods for making the elastomer 31 having the above-described properties. As a realizable mode, the elastic body 31 comprises a plurality of layers of rubber and a plurality of layers of steel plates which are stacked and arranged alternately along the horizontal transverse direction, and the elastic body 31 of the plurality of layers of rubber and the plurality of layers of steel plates has stable performance, mature processing technology and low manufacturing cost. The bridge lateral support 30 is designed to be a rubber support with low elastic modulus and ultrahigh damping ratio, so that the transverse seismic force transmitted to the bridge tower 10 by the bridge girder 20 can be reduced as much as possible while the transverse seismic displacement of the bridge girder 20 is effectively limited. The dual functions of the conventional bridge lateral support 30 and the transverse bridge damper are realized through a small space.

The bridge lateral supports 30 in the above embodiments can be applied to bridges of a semi-floating system or a full-floating system. As shown in fig. 6-8, the semi-floating body means a bridge tower 10 having a lower beam 40 or a bracket, and a vertical support 50 is provided on the lower beam 40 or the bracket to support a main bridge beam 20. The full floating body system means that the bridge tower 10 is not provided with the lower cross beam 40 and cannot be provided with the vertical support 50 or the bridge tower 10 is provided with the lower cross beam 40 but is not provided with the vertical support 50. The bridge side supports 30 can ensure that the bridge girder 20 does not have excessive transverse displacement under the action of transverse strong wind, and transverse seismic force can be directly transmitted to the bridge tower 10 or a bridge pier through the bridge side supports 30 during earthquake.

The function of the seat is to hold the elastic body 31 between the pylon 10 and the bridge girder 20, and in theory any structure that can achieve the fixing of the elastic body 31 is possible. As shown in fig. 1, in an embodiment of the present invention, the seat body includes a seal steel plate 32, the seal steel plate 32 includes a fixed side and a mounting side, the fixed side and the mounting side are horizontally and transversely opposite to each other, the fixed side of the seal steel plate 32 can be fixed to the bridge tower 10 (or the bridge girder 20), one end of the elastic body 31 is fixedly disposed on the mounting side, and the other end of the elastic body 31, which is far away from the seal steel plate 32, can be abutted to the bridge girder 20 (or the bridge tower 10). The seal steel plate 32 can effectively realize the fixed installation of the elastic body 31. Further, as shown in fig. 1-2, the seat body further comprises a steel basin 33, the steel basin 33 is fixedly arranged at the mounting side of the seal steel plate 32, the periphery of the steel basin 33 is matched with the outer edge of the elastic body 31, the elastic body 31 is arranged in the steel basin 33, and the elastic body 31 horizontally and transversely protrudes out of the steel basin 33. When the elastic body 31 has a rectangular parallelepiped shape, the steel basin 33 has a rectangular parallelepiped-shaped recess for accommodating the elastic body 31. Under the action of seismic force, the elastic body 31 may be greatly deformed by a large load, but the elastic modulus and the rigidity of the elastic body 31 are low, and the physical damage of the elastic body 31 may be caused by the large self-deformation of the elastic body 31, thereby reducing the service life of the elastic body 31. The steel basin 33 can limit the deformation of the elastic body 31 in the vertical direction and the bridge direction, so that the elastic body 31 is in a three-direction pressure state, and the pressure bearing capacity of the elastic body 31 is enhanced.

Further, as shown in fig. 1-2, the base further includes a plurality of ribs 34, and the plurality of ribs 34 are respectively disposed between the outer wall of the steel basin 33 and the seal steel plate 32 along the rotation direction of the steel basin 33. The plurality of reinforcing ribs 34 can effectively enhance the structural strength of the steel tub 33. In an implementation, the outer edge of the steel basin 33 is rectangular, and at least two ribs 34 are provided on each side of the steel basin 33. In an embodiment of the present invention, as shown in fig. 1 to 3, the base body further includes a steel backing plate 35 and a stiffening rib 36, one side of the steel backing plate 35 can be fixedly disposed on the bridge tower 10 (or the bridge girder 20), the fixed side of the seal steel plate 32 is fixedly disposed on the steel backing plate 35, and the stiffening rib 36 is fixedly disposed between the steel backing plate 35 and the bridge tower 10 (or the bridge girder 20). The stiffening ribs 36 can effectively enhance the capability of the bridge lateral support 30 to bear static load or dynamic load.

In an embodiment of the present invention, as shown in fig. 1 to 3, the seat body further includes a plurality of anchor bolts 37, the seal steel plate 32 and the steel shim plate 35 are fixedly disposed on the bridge tower 10 (or the bridge girder 20) through the plurality of anchor bolts 37, and the plurality of anchor bolts 37 are spaced apart along the rotation direction of the seal steel plate 32. The plurality of anchor bolts 37 can realize the stable connection between the seat body and the bridge tower 10 (or the bridge girder 20), and can realize the detachability, which is convenient for the replacement or maintenance of the bridge lateral support 30. In other embodiments of the invention, the seal steel plate 32 in the housing is welded to the steel shim plate 35, and the steel shim plate 35 is welded to the bridge tower 10 or the bridge girder 20.

In an embodiment of the present invention, as shown in fig. 3, the bridge lateral support 30 further includes a sliding steel plate 38, one side of the sliding steel plate 38 is fixedly disposed on the bridge girder 20 (or the bridge tower 10), and the other side of the sliding steel plate 38 abuts against the other end of the elastic body 31 away from the seat body. The surface of the sliding steel plate 38 is smooth, so that the sliding friction between the elastic body 31 and the main bridge beam 20 (or the bridge tower 10) in the bridge lateral support 30 can be effectively reduced, the bridge lateral support 30 can smoothly slide relative to the main bridge beam 20 (or the bridge tower 10) along the bridge direction or the vertical direction, and then only the displacement constraint in the transverse bridge direction exists between the bridge lateral support 30 and the main bridge beam 20 (or the bridge tower 10). Further, as shown in fig. 4-5, the stiffening ribs 36 are disposed on the bridge tower 10 and the bridge girder 20 corresponding to the steel shim plates 35 and the sliding steel plates 38 to resist static or dynamic loads. The sliding steel plate 38 is connected to the bridge tower 10 or the bridge girder 20 by bolts, or may be directly welded to the bridge tower 10 or the bridge girder 20.

As shown in fig. 6 to 8, an embodiment of the present invention provides a bridge, which includes a bridge tower 10, a bridge girder 20, and a bridge side bearer 30 according to any one of the above aspects, wherein the bridge side bearer 30 is horizontally and transversely disposed between the bridge tower 10 and the bridge girder 20. In the bridge, the elastic body 31 abuts against the bridge girder 20 or the bridge tower 10 and can slide relative to the bridge girder 20 or the bridge tower 10, so that the bridge girder 20 is allowed to freely translate along the bridge direction or the vertical direction relative to the bridge tower 10 during earthquake. While restraining the horizontal transverse movement of the bridge girder 20 relative to the bridge tower 10, the elastic body 31 consumes the transverse kinetic energy of the bridge girder 20 by its own flexibility, greatly reducing the seismic force transmitted to the bridge tower 10, allowing the size and the foundation scale of the bridge tower 10 to be reduced, and finally reducing the overall cost of the bridge. Further, the bridge comprises a plurality of bridge towers 10 and a plurality of bridge lateral supports 30, and the plurality of bridge lateral supports 30 are respectively arranged between the bridge girder 20 and the plurality of bridge towers 10 along the horizontal transverse direction. The rigidity of the plurality of bridge lateral supports 30 is matched with the rigidity of the corresponding bridge tower 10, and the rigidity of the plurality of bridge lateral supports 30 is the same or different.

An embodiment of the present invention further provides a bridge lateral support method, wherein a plurality of bridge lateral supports 30 according to any one of the above schemes are used, and elastic modulus, rigidity and damping ratio of elastic bodies 31 in the plurality of bridge lateral supports 30 are the same or different; and respectively arranging a plurality of bridge lateral supports 30 between the bridge main beam 20 and the bridge towers 10 along the horizontal direction, and adapting the bridge lateral supports 30 with corresponding rigidity according to the horizontal rigidity of the bridge towers 10. By adjusting the material, elastic modulus and size of the rubber layer in the bridge lateral support 30, appropriate rigidity can be obtained, the transverse seismic force transmitted to the bridge tower 10 by the bridge girder 20 can be remarkably reduced, and the distribution proportion of the transverse horizontal force between each bridge tower 10 and the bridge pier in the bridge can be actively controlled. The proper rigidity is obtained by adopting the material of the support rubber layer with lower elastic modulus and increasing the thickness and the size of the support rubber layer. The following table shows the influence of the rigidity k of the lateral support 30 of different bridges on the load and displacement under the earthquake action between the tower beams.

The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.

The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.