CN110158441A - A kind of beam bridge of setting displacement locking seismic isolation device - Google Patents

Abstract

The invention discloses a girder bridge equipped with a displacement locking shock absorbing and isolating device, comprising a main girder and a pier group, and a longitudinal sliding support and a displacement locking shock absorbing mechanism are fixedly connected between the pier group and the main girder, wherein the The displacement locking damping mechanism includes a displacement type damper, a displacement locking assembly and a connecting piece, and one end of the connecting piece is connected with the displacement type damper, and the other end passes through the displacement locking assembly and slides in the displacement locking assembly, and the displacement Type dampers and displacement locking components are connected to the pier group and the main girder respectively. The invention has the advantage that when the relative displacement between the pier beams is small, the displacement damper does not work and consumes energy; when the relative displacement between the pier beams is large, the displacement damper starts to work and consume energy, thereby reducing the displacement damping device fatigue damage.

Description

A girder bridge equipped with displacement locking shock absorbing and isolating devices

technical field

The invention relates to the technical field of civil engineering, in particular to a girder bridge provided with a displacement locking shock absorbing and isolating device.

Background technique

When a strong earthquake occurs, there will be a large relative displacement between the pier and the beam of the bridge, which will cause damage to the bridge structure and increase the difficulty of later bridge maintenance. The seismic isolation design is considered to effectively reduce the damage to the bridge structure caused by the earthquake, and the seismic isolation bridge structure first allows the relative displacement between the pier beams, and then uses the relative displacement between the pier beams to install displacement damping The method of the device is used to achieve the purpose of energy dissipation and shock absorption. In the bridge structure, due to the effect of temperature and vehicle load, there will be relative displacement between the pier and the beam, especially when the temperature difference is large, the relative displacement between the pier and the beam is more obvious.

The traditional displacement damper is installed between the pier beams, and its two ends produce relative movement with the relative movement of the pier beams, so that the displacement damper is always in working condition, and this relative movement will increase the displacement damping Fatigue damage of the damper, once a strong earthquake comes, the shock absorption and energy dissipation effect of the displacement damper will be reduced. The damping force generated in daily use is not beneficial to the bridge structure and should be avoided as much as possible.

Contents of the invention

In order to solve the above problems, the object of the present invention is to disclose a girder bridge equipped with a displacement locking shock-absorbing and isolating device. When the relative displacement between the pier beams is small, the displacement type damper does not work and consumes energy; The displacement damper starts to work and consume energy when it is larger, thereby reducing the fatigue damage of the displacement damper.

The present invention is a girder bridge equipped with displacement locking shock absorbing and isolating devices realized through the following technical scheme, including a main girder and a bridge pier group, and a longitudinal sliding support, a displacement locking shock absorbing mechanism, wherein the displacement locking damping mechanism includes a displacement type damper, a displacement locking assembly and a connecting piece, and one end of the connecting piece is connected with the displacement type damper, and the other end of the connecting piece passes through the displacement locking assembly and connects to the displacement locking assembly The displacement damper and the displacement locking assembly are respectively connected with the pier group and the main girder.

Through the above technical solution, under the action of the longitudinal sliding bearing, the main girder can allow relative displacement between the main girder and the bridge pier to realize seismic isolation.

Further, the pier group includes pier A and pier B, wherein the top of pier A is connected to the main girder through a longitudinal sliding support, and the top of pier B is connected to the main girder through a fixed support, and the displacement locking reduces The seismic mechanism is fixedly connected between the side of pier A and the main girder.

Through the above technical scheme, in simply supported girder bridges, under the action of longitudinal sliding bearings, the main girder can allow the girder bridge to be displaced to achieve seismic isolation; Driven by the main girder, the displacement locking assembly slides on the connecting piece, while the displacement damper does not work; when the relative displacement between the pier beams is large, the relative displacement between the displacement locking assembly and the connecting piece reaches the limited displacement value, The position of the connecting piece is locked by the displacement locking component, that is, the relative movement between the displacement locking component and the connecting piece no longer occurs, so that the displacement damper is activated to produce the effect of energy dissipation and shock absorption on the girder bridge.

Further, the pier group includes pier A and pier C placed on both sides, and pier B placed in the middle, wherein the tops of pier A and pier C are connected to the main girder through longitudinal sliding bearings, and the top of pier B is connected to the main girder. The girders are connected by fixed supports, and the displacement locking damping mechanism is fixed between the sides of pier A and pier C and the main girder, and the span between the pier group and the main girder is an n-span structure (n≥2).

Through the above technical scheme, in the continuous girder bridge, under the action of the longitudinal sliding bearing, the main girder can allow the girder bridge to be displaced to achieve seismic isolation; when the relative displacement between the pier girders is small, the displacement locking assembly can Under the drive, the main beam drives the displacement locking assembly to slide on the connecting piece, while the displacement damper does not work; when the relative displacement between the pier beams is large, the relative displacement between the displacement locking assembly and the connecting piece reaches the limited displacement value, and the connection The position of the component is locked by the displacement locking component, that is, the relative movement between the displacement locking component and the connecting component no longer occurs, so that the displacement damper is activated to produce the effect of energy dissipation and shock absorption on the girder bridge.

Further, the displacement locking damping mechanism is installed on the cable-stayed bridge, that is, the pier group is replaced by a bridge tower combination, the bridge tower combination includes a bridge tower, one end of the displacement locking damping mechanism is consolidated with the main girder, and the other end is connected with the bridge tower Consolidation, and the number of bridge towers in the bridge tower combination is n (n≥2).

Through the above technical scheme, the seismic isolation structure of the cable-stayed bridge based on displacement locking, the structural system is a floating or semi-floating system, and the longitudinal relative displacement can be generated between the bridge tower and the main girder; when the relative displacement between the tower and girder is small, the displacement locking Driven by the main girder, the main girder drives the displacement locking component to slide on the connecting piece, while the displacement damper does not work; when the relative displacement between the tower beams is large, the relative displacement between the displacement locking component and the connecting piece reaches The displacement value is limited, and the position of the connecting piece is locked by the displacement locking component, that is, the relative movement between the displacement locking component and the connecting piece no longer occurs, so that the displacement damper is activated to produce the effect of energy dissipation and shock absorption on the girder bridge.

Further, the displacement locking damping mechanism is installed on the suspension bridge, that is, the pier group is replaced by a bridge tower combination, the bridge tower combination includes a bridge tower, one end of the displacement locking damping mechanism is consolidated with the main girder, and the other end is consolidated with the bridge tower, And the number of bridge towers in the bridge tower combination is n (n≥2).

Through the above-mentioned technical scheme, the seismic isolation structure of the suspension bridge based on displacement locking can produce longitudinal relative displacement between the main girder and the bridge tower. The displacement locking component slides on the connecting piece, but the displacement damper does not work; when the relative displacement between the tower beam is large, the relative displacement between the displacement locking component and the connecting piece reaches the limited displacement value, and the position of the connecting piece is locked by displacement The component is locked, that is, the relative movement between the displacement-locked component and the connecting piece no longer occurs, so that the displacement-type damper is activated to produce the effect of energy dissipation and shock absorption on the girder bridge.

Further, the two ends of the connector are fixedly connected to the pier group and the main girder through the hinge A and the hinge B respectively.

Through the above technical solution, one end of the hinge A and the hinge B is fixedly connected to the pier and the main girder, and the other end is rotatably connected to the connecting piece through a pin, which facilitates the sliding of the connecting piece in the displacement locking assembly.

Further, the connecting member is a slidingly connected rod.

Through the above technical scheme, one end of the rod is fixed to the hinge A, and the other end of the rod passes through the displacement locking assembly and is slidably connected with the displacement locking assembly. displacement, the rod can slide within the displacement locking assembly.

Further, the rod is provided with a displacement limiter locked with the displacement locking assembly, that is, when the relative displacement between the displacement limiter and the displacement locking assembly is between two displacement limit values, the connecting piece is inside the displacement locking assembly Sliding; when the relative displacement between the displacement limiter and the displacement locking assembly reaches two displacement limit values, the displacement locking assembly is buckled and fixed with the displacement limiter to lock the connector in the displacement locking assembly to activate the displacement damper.

Through the above technical solution, the displacement locking assembly has positive and negative two displacement limit values. When the relative displacement between the displacement limiter and the displacement locking assembly is between the two displacement limit values, the rod slides freely in the displacement locking assembly; When the relative displacement between the displacement limiter and the displacement locking component reaches two displacement limit values, the displacement locking component and the displacement limiter are fastened and fixed, and then the rod is locked in the displacement limiting component, so that the displacement damper starts to work to realize The effect of energy dissipation and shock absorption on the main girder and bridge piers

Preferably, the displacement damper is a metal displacement damper.

Through the above technical solution, the displacement damper is a displacement-related metal displacement damper, which is different from velocity-related displacement dampers such as viscous liquid displacement dampers.

Compared with the prior art, the present invention has the following advantages: on the one hand, under the action of the longitudinal sliding bearing, the main girder can allow the relative displacement between the main girder and the bridge pier to realize seismic isolation; on the other hand, when the pier abutment When the relative displacement is small, the displacement damper does not work and consume energy; when the relative displacement between piers and abutments is large, the displacement damper starts to work and consume energy, thereby reducing the fatigue damage of the displacement damper in daily use.

Description of drawings

Fig. 1 is the structural representation that the present invention embodies;

Fig. 2 is a schematic structural view of the present invention embodying the displacement locking damping mechanism;

Fig. 3 is a structural schematic diagram of the present invention embodying the connection of the longitudinal sliding bearing and the damping mechanism to the girder bridge respectively;

Fig. 4 is a structural schematic diagram of connecting the bar structure with the hinge A and the hinge B respectively according to the present invention;

Fig. 5 is a schematic diagram of a seismic isolation structure of a continuous girder bridge based on displacement locking embodied in the present invention;

Fig. 6 is a schematic diagram of the shock-absorbing and isolation structure of a cable-stayed bridge based on displacement locking in accordance with the present invention;

Fig. 7 is a schematic diagram of a shock-absorbing and isolating structure of a suspension bridge based on displacement locking in accordance with the present invention.

In the figure, 1. main girder; 2. pier group; 201, pier A; 202, pier B; 203, pier C; 3. foundation; 4. longitudinal sliding support; 5. fixed support; 6. displacement locking 601. Displacement locking assembly; 602. Displacement damper; 603. Connector; 604. Support hinge A; 605. Support hinge B; 7. Tower combination; 701. Bridge tower; 8. Main cable; 9 , sling; 10, side pier; 11, cable.

Detailed ways

The present invention will be further described below in conjunction with the accompanying drawings.

A girder bridge provided with a displacement-locking shock-absorbing and isolating device, as shown in FIG. 1 , includes a main girder 1 and a pier group 2 affixed to a foundation 3, wherein the pier group 2 includes a pier adjacently arranged below the main girder 1 A201 and pier B202, the top of pier A201 is connected with the main girder 1 through the longitudinal sliding support 4, the top of pier B202 is connected with the main girder 1 through the fixed support 5, and the side of pier A201 is connected with the main girder 1 A displacement locking damping mechanism 6 is arranged between them, so that the main girder 1 is allowed to undergo relative displacement between the main girder 1 and the pier A201 under the action of the longitudinal sliding support 4 to achieve shock isolation.

As shown in Figure 1, Figure 2 and Figure 3, the displacement lock damping mechanism 6 includes a displacement lock assembly 61, a displacement damper 602, and a connecting piece 63 penetrating along the axial direction of the displacement damper 602, wherein the connecting piece 63 One end is fixedly connected to the pier A21, and the other end is slidably connected to the displacement locking assembly 61; and the longitudinal sliding support 4 allows the load on the main girder 1 to be transmitted to the pier A201 through its vertical support function, because the longitudinal sliding support 4 allows There is a longitudinal relative displacement between the main girder 1 and the pier A201. Therefore, when a strong earthquake occurs, the relative displacement of the main girder 1 and the pier A201 can be used to achieve seismic isolation; that is, in daily use, the pier A201 and the main girder 1 will be Under the action of temperature and vehicle load, a relatively small relative displacement will occur. At this time, the displacement locking assembly 601 will slide relative to the connecting piece 603 under the drive of the main girder 1; When the relative displacement between the displacement locking assembly 601 and the connecting piece 603 reaches a limited displacement value, the displacement locking assembly 601 locks the connecting piece 603, and no relative movement occurs between the pier A201 and the main girder 1. The displacement damper 602 is activated to generate energy dissipation to achieve the purpose of shock absorption.

As shown in FIG. 3 and FIG. 4 , one end of the displacement locking damping mechanism 6 is affixed to the pier A201 through a hinge A604 , and the other end is affixed to the main girder 1 through a hinge B605 . One end of the hinge A604 and the hinge B605 away from the pier A201 and the main girder 1 is rotatably connected to the connecting piece 603 through a pin, so that the connecting piece 603 slides in the displacement locking assembly 601 .

In addition, as shown in Figures 3 and 4, the connector 603 is a rod structure with one end fixed to the hinge A604 and the other end slidably connected to the displacement locking assembly 601. displacement limiter (not shown in the figure). When a strong earthquake occurs, since the displacement locking assembly 601 has two positive and negative displacement limiting values, when the relative displacement between the displacement limiter and the displacement locking assembly 601 is between the two displacement limiting values, the rod structure will be locked in the displacement locking assembly. 601; when the relative displacement between the displacement limiter and the displacement locking assembly 601 reaches two displacement limit values, the displacement locking assembly 601 and the displacement limiter are fastened and fixed, and then the rod structure is locked in the displacement limiting assembly 33 , so that the displacement damper 602 starts to work to achieve the effect of energy dissipation and shock absorption on the main girder 1 and the pier A201.

On the basis of the above scheme, as shown in Figure 1 and Figure 5, the displacement locking shock absorbing mechanism 6 is applied to the shock-absorbing and isolation structure of a continuous girder bridge. The top of C203 is connected to the main girder 1 through the longitudinal sliding support 4, and a displacement locking damping mechanism 6 is provided between the side of the pier C203 and the main girder 1; Therefore, when a strong earthquake occurs, the relative displacement between the main girder 1 and the pier C203 can be used to achieve seismic isolation; on the basis of the above scheme, the span connecting the pier group 2 and the main girder 1 is an n-span structure (n≥2), that is, the fixed support 5 is installed on the middle pier B202, the longitudinal sliding support 4 is installed on the pier A201 and pier C203 on both sides of the fixed support 5, and the displacement damping mechanism 6 is installed on the longitudinal On the bridge pier A201, bridge pier C203 and main girder 1 of the sliding bearing 4.

On the basis of the above scheme, as shown in Figure 1 and Figure 6, the displacement locking damping mechanism 6 is applied to the shock-absorbing and isolation structure of the cable-stayed bridge, and the pier group 2 is replaced by the bridge tower combination 7, wherein the bridge tower combination 7 The number of bridge towers in the bridge is n (n≥2), wherein the bridge tower combination 7 includes bridge towers 701, and the cable-stayed bridge includes bridge towers 701 fixed on the foundation 3, and the main girder 1 fixedly connected to the bridge towers 701, The cable 11 connecting the bridge tower 701 and the main girder 1, and the side pier 10 affixed to the end of the main girder 1; as shown in Figure 1 and Figure 6, one end of the displacement locking damping mechanism 6 is consolidated with the main girder 1 , the other end of which is consolidated with the bridge tower 701.

In addition, due to the above-mentioned shock-absorbing and isolation structure of the cable-stayed bridge based on displacement locking, the structural system is a floating or semi-floating system (relative longitudinal displacement can be generated between the bridge tower 701 and the main girder 1), and one end of the displacement-locking shock-absorbing mechanism 6 is connected to The main girder 1 is consolidated, and the other end is consolidated with the bridge tower 701 .

On the basis of the above scheme, as shown in Figure 7, the displacement locking damping mechanism 6 is applied to the shock-absorbing and isolation structure of the suspension bridge, wherein the suspension bridge includes a bridge tower 701 fixedly connected to the foundation 3, and a bridge tower 701 fixedly connected to the bridge tower 701 The main girder 1, the main cable 8 fixed to the main girder 1 and the bridge tower 701, the sling 9 fixed between the main cable 8 and the main girder 1, and the side piers 10 fixed to the two ends of the main girder 1, and The number of bridge towers 701 is n (n≥2).

In addition, due to the above-mentioned shock-absorbing and isolation structure of the suspension bridge based on displacement locking, longitudinal relative displacement can occur between the main girder 1 and the bridge tower 701. Knot.

On the basis of the above scheme, what the displacement damper 602 adopts is a displacement damper 602 related to displacement such as a metal displacement damper 602 or a frictional displacement damper 602, and a viscous liquid displacement damper 602, etc. This is distinguished from a velocity-dependent displacement type damper 602 .

On the basis of the above scheme, the displacement locking damping mechanism 6 is not only suitable for continuous girder bridges, but also for simply supported girder bridges, suspension bridges, cable-stayed bridges, etc., where there is a gap between the pier (or bridge tower) and the main girder under earthquake action. Bridge structures with relative displacement; especially for long-span and long-connected girder bridges, the applicability of the displacement damper 602 in the direction along the bridge can be effectively improved.

The above-mentioned embodiments only represent one or more embodiments of the present invention, and the descriptions thereof are relatively specific and detailed, but should not be construed as limiting the patent scope of the present invention. It should be noted that those skilled in the art can make several modifications and improvements without departing from the concept of the present invention, and these all belong to the protection scope of the present invention.

Claims (9)

1. a kind of beam bridge of setting displacement locking seismic isolation device, including girder (1) and bridge pier group (2), which is characterized in that described Longitudinal sliding motion support (4), displacement locking damping (6) are connected between bridge pier group (2) and girder (1), wherein the displacement Locking damping (6) includes displacement type damper (602), is displaced locked component (601) and connector (603), and the company One end of fitting (603) is connect with displacement type damper (602), and the other end passes through displacement locked component (601) and is being displaced Sliding in locked component (601), and displacement type damper (602) and displacement locked component (601) respectively with bridge pier group (2), lead Beam (1) connection.

2. the beam bridge of setting displacement locking seismic isolation device according to claim 1, which is characterized in that the bridge pier group (2) two bridge piers, bridge pier A (201) and bridge pier B (202) are included at least, wherein between the top of bridge pier A (201) and girder (1) It is connected, is connect between the top and girder (1) of bridge pier B (202) by hold-down support (5), and position by longitudinal sliding motion support (4) Locking damping (6) is moved to be fixed between the side of bridge pier A (201) and girder (1).

3. the beam bridge of setting displacement locking seismic isolation device according to claim 2, which is characterized in that subtract displacement locking When shake mechanism (6) is installed on continuous bridge, the bridge pier that the bridge pier group (2) includes is three, respectively the bridge pier A of two sides placement (201) and bridge pier C (203), the bridge pier B (202) that centre is placed, the wherein top and girder of bridge pier A (201) and bridge pier C (203) (1) it is connected between by longitudinal sliding motion support (4), between the top and girder (1) of bridge pier B (202) even by hold-down support (5) It connects, and is displaced locking damping (6) and is fixed between bridge pier A (201), the side of bridge pier C (203) and girder (1), bridge pier group (2) span connecting with girder (1) is n across structure (n >=2).

4. the beam bridge of setting displacement locking seismic isolation device according to claim 2, which is characterized in that subtract displacement locking When shake mechanism (6) is installed on cable-stayed bridge, i.e., bridge pier group (2) being replaced with bridge tower group (7), bridge tower group (7) includes bridge tower (701), One end and girder (1) of displacement locking damping (6) consolidate, and the other end and bridge tower (701) consolidate, and in bridge tower group (7) Bridge tower (701) quantity be n (n >=2).

5. the beam bridge of setting displacement locking seismic isolation device according to claim 2, which is characterized in that subtract displacement locking When shake mechanism (6) is installed on suspension bridge, i.e., bridge pier group (2) being replaced with bridge tower group (7), bridge tower group (7) includes bridge tower (701), One end and girder (1) of displacement locking damping (6) consolidate, and the other end and bridge tower (701) consolidate, and in bridge tower combination (7) Bridge tower (701) quantity be n (n >=2).

6. the beam bridge of setting displacement locking seismic isolation device according to claim 1, which is characterized in that the connector (603) both ends are affixed by branch hinge A (604) and branch hinge B (605) and bridge pier group (2), girder (1) respectively.

7. the beam bridge of setting displacement locking seismic isolation device according to claim 6, which is characterized in that the connector It (603) is the rod piece being slidably connected.

8. the beam bridge of setting displacement locking seismic isolation device according to claim 7, which is characterized in that set on the rod piece It is equipped with the displacement qualifier with displacement locked component (601) locking, the i.e. phase when displacement qualifier and displacement locked component (601) When to displacement between two displacement limit values, connector (60.) sliding in displacement locked component (601)；When displacement limits Determine device and be displaced the relative displacement of locked component (601) when reaching two displacement limit values, displacement locked component (601) be displaced Delimiter snapping is fixed, by connector (603) lock in displacement locked component (601), to start displacement type damper (602)。

9. the beam bridge of setting displacement locking seismic isolation device described in any one of -8 according to claim 1, which is characterized in that The displacement type damper (602) is metal displacement type damper.