JP2002294631A - Structure for mounting horizontal force damping device of structural body and its installation method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a structure for mounting a horizontal force damping device causing no breakage in a resilient layer due to interference even if a horizontal force causes great deformation. SOLUTION: A connection means arranged between a concrete bridge girder 21 and a bridge pier 3 is formed by integrating an upper steel material 5 fixed to the bridge girder 21, the resilient layer 5 in the middle, and a lower steel material 7 fixed to the bridge pier 3 not to be deflected in the horizontal direction and connected to the bridge pier 3 together. This connection means connecting the lower steel material 7 and a lower structural body together while leaving a clearance between the connection part of the lower structural body and it is arranged below the lower steel material 7, so that the resilient layer 6 causes no interference with the connection means even if shearing deformation occurs in the resilient layer 6.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a load bearing elastic bearing device which is disposed between an upper structure such as a bridge girder and a lower structure such as a pier or an abutment and supports a vertical load of the upper structure. In addition, the present invention relates to a mounting structure and an installation method of a horizontal force buffering device for buffering and supporting an upper structure against a horizontal force, an upward lift, and the like acting during an earthquake without always applying a vertical load.

[0002]

2. Description of the Related Art Conventionally, a function-separated type support device generally provided between an upper structure and a lower structure is shown in FIG.
As shown in (a), a load supporting elastic bearing device (hereinafter also referred to as a load supporting device) 23 for supporting a vertical load of an upper structure (bridge girder) 21, a horizontal force distribution spring material during an earthquake, and an upper portion. An elastic bearing device for horizontal force buffering (hereinafter also referred to as a horizontal force buffering device) that is used as an elastic bearing material that supports the structure while buffering the upward movement thereof and does not normally bear the downward vertical load of the upper structure 21. 22, each of which shares a function.

When the horizontal force buffer 22 is set in a plane, as shown in FIG. 15 (a), the upper portion of the horizontal force buffer 22 when the upper structure 21 is poured into concrete is used as a concrete mold. A situation occurs in which the load of the cast concrete 2 a for the upper structure 21 used immediately above the frame is loaded on the horizontal force buffering device 22.

Further, a prestress is established by fixing the cable 28 disposed inside the reinforced concrete upper structure 21 between the piers or between the pier and the abutment to the end of the upper structure 2 in a tensioned state. When the upper structure 2 is introduced, the upper structure 2 comes to float from the temporary support member 29 for supporting a form such as a temporary scaffolding supporting the intermediate portion of the upper structure 21. And the load of the concrete upper structure 2 is further applied to the horizontal force buffering device 22. With this, the load supporting device 23
Due to the compressive deformation of the elastic layer, the horizontal force damping device 22 fixed to the upper structure 21 also sinks together with the sinking (lowering) at the upper end level.

[0005] In order to remove the load of the upper structure 21 added to the horizontal force buffer 22 during the settlement, the load of the cast concrete is supported as a form when the upper structure 21 is cast. However, a temporary supporting device (temporary supporting means) is required so that no load is applied when the concrete of the upper structure 2 has sufficiently developed strength or after the prestress is introduced into the concrete.

FIGS. 15 and 16 show a function-separated type bearing device which is installed using the temporary support device (means).
2. Description of the Related Art A bearing device as shown in FIG. FIG. 15, FIG.
1 shows an example of a conventional function separation bearing device. FIG.
As shown in (a), the horizontal force damping device 22 includes a rubber layer 22.
a is a main member and has a plane rectangular cross section and the like, and its lower steel plate 22b is temporarily fixed by anchor bolts 25 and nuts 26. The bridge girder 21 is disposed between the pier (or abutment) 20 at the center in the girder width direction.

When the bridge girder 21 is constructed, a thermo-softening synthetic resin layer 24 is interposed as the temporary support means.
In a state where the horizontal force buffer 22 is raised and temporarily supported, that is, with the horizontal force buffer 22 slightly raised, the bridge girder 21 is integrally built so as to embed the anchor bolts 11. An appropriate spacer (not shown) is interposed under the device 22 to thermally soften the heat-softening synthetic resin layer 24 to remove the same.
Is fixed to the bridge girder 21. Then, the bridge girder 21 is cushioned by the shear deformation or the elastic deformation of the rubber layer 22a against the horizontal force and the upward lift force at the time of the earthquake. On the other hand, the load support devices 23 are disposed between the bridge girder 21 and the pier 20 at both ends in the girder width direction of the bridge girder 21, and support the vertical load of the bridge girder 21. Then, as shown in FIG. 15B, the horizontal force buffering device 22 and the load supporting device 23 are arranged on the upper surface of the pier 20.

[0008]

However, when the rubber layer 22a of the horizontal force buffer 22 undergoes a large shear deformation due to the horizontal force at the time of the earthquake, the anchor bolts 25 and the nuts 26 projecting above the lower steel plate 22b are not provided. Rubber layer 2
2a may interfere and damage the rubber layer 22a. In addition, it is very complicated to remove the thermosoftening synthetic resin layer 32 by heat softening, and a spacer (not shown) is used until the heat softened synthetic resin layer is removed.
Therefore, there is a problem that the operation is complicated because the space is secured, the spacer is removed, and the horizontal force buffer 30 is fixed after the level is lowered.

Therefore, the present invention simplifies the mounting structure of the horizontal force buffering device, which does not have the possibility of damaging the elastic layer 22a due to interference even if the elastic layer is greatly deformed by the horizontal force, and simplifies the above-mentioned complicated work. It is an object of the present invention to provide a method for mounting a horizontal force damper that can be performed.

[0010]

According to a first aspect of the present invention, there is provided a structure for mounting a horizontal shock absorber for a structure, comprising an upper structure such as a concrete bridge girder and a pier or an abutment. An upper steel material fixed to the upper structure, connected to the lower structure, an elastic layer integrally fixed to the upper steel material, directly or indirectly engaged with the lower structure side, The lower steel member and the lower structure are integrated with a lower steel member connected to the lower structure side while being prevented from shifting in the horizontal direction, and having a gap at a connection portion with the lower structure. The connecting means for connecting the object and the object is configured such that the elastic layer does not interfere with the connecting means when the elastic layer is sheared.

According to a second aspect of the present invention, in the structure for mounting a horizontal force damper of a structure according to the first aspect, the connecting means is disposed in a plane area occupied by the lower steel material, and The steel material and the lower structure are connected in advance with a gap.

Further, in the invention according to claim 3, in the structure for mounting a horizontal force damping device for a structure according to claim 1 or 2, the connecting means is connected to the lower portion from a base plate side fixed to a lower structure. It is a bolt screwed into steel.

Furthermore, in the invention of claim 4,
4. The base plate according to claim 1, wherein the connecting means fixes the integrated upper steel material, elastic layer and lower steel material to the lower structure. Is connected in advance.

According to a fifth aspect of the present invention, there is provided a method for installing a horizontal force damper, wherein the horizontal force damper is installed so as to be connected to an upper structure and a lower structure. Removing the temporary support member after constructing an upper structure above the horizontal force buffer while holding the horizontal force buffer at a predetermined high level position with a temporary support member interposed. After releasing the horizontal force buffer from the vertical load of the upper structure, a prestress is introduced into the concrete upper structure, and the horizontal force buffer accompanying the prestress introduction to the upper structure is provided. The apparatus is characterized in that the descent of the apparatus is kept within the gap size.

According to a sixth aspect of the present invention, in the mounting method of the horizontal force buffering support device according to the fifth aspect, a removable temporary support member is interposed between the lower structure and the horizontal force buffering device. In the state where the horizontal force buffer is held at a predetermined high-level position, a concrete upper structure is built over the upper portion of the horizontal force buffer and the upper portion of the load-bearing elastic bearing. After removing the temporary support member and providing a gap between the lower structure and the horizontal force buffer, the horizontal force buffer bearing is released from the vertical load of the upper structure, and then the concrete upper structure is prestressed. It is characterized by introducing.

According to a seventh aspect of the present invention, in the mounting method of the horizontal force buffering support device according to the fifth or sixth aspect, the horizontal force buffering device comprises: an upper steel member fixed to an upper structure; The elastic layer integrally fixed to the upper steel material and the lower steel material which is directly or indirectly engaged with the lower structure side and is prevented from shifting in the horizontal direction, and is connected to the lower structure side. By providing a connecting means for connecting the lower steel material and the lower structure in a state where there is a gap in a connection portion with the lower structure, the elastic layer is provided below the lower steel material, At the time of the shear deformation, it is configured not to interfere with the connecting means.

Further, in the invention of claim 8,
In the method for mounting a horizontal force damper of a structure according to claim 7, the connecting means is a bolt screwed into the lower steel material from a base plate side fixed to the lower structure.

According to the present invention, even if the central elastic layer of the horizontal force damper undergoes a large shear deformation in the horizontal direction or the like due to the relative lateral movement of the upper structure or the lower structure during an earthquake, Since the connecting means is positioned so as not to interfere with the elastic layer, it is possible to prevent the elastic layer from being damaged or broken by the interference.

According to the second to fourth aspects of the present invention, since the connecting means is disposed in the plane area occupied by the lower steel material, the mounting space can be reduced, and the lower steel material is previously connected to the base plate before fixing. Therefore, the mounting operation is simplified and economical, and especially, the mounting operation is easily and economically simplified if the bolt is screwed into the lower steel material from the base plate side.

Furthermore, according to the present invention of claims 5 to 6,
The horizontal force buffer can be easily installed in a state that does not bear the vertical load of the upper structure by reducing the installation process, and even after the introduction of the prestress, the horizontal load is not applied to the upper structure. A horizontal force damper can be installed.

According to the seventh and eighth aspects of the present invention, when the upper structure or the lower structure is relatively laterally moved during an earthquake, the central elastic layer of the horizontal force damper is moved in a horizontal direction such as a horizontal direction. Even if the shearing deformation is large, there are no members that interfere around the elastic layer, so that the elastic layer can be prevented from being damaged or broken by the interference.

[0022]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A first embodiment of a mounting structure and a mounting method of a horizontal force buffer according to the present invention will be described with reference to FIGS.

FIG. 1 is a view showing an example in which an elastic bearing device for horizontal force buffering support (hereinafter referred to as a horizontal force buffering device) of the present embodiment is applied between a pier and a bridge girder. FIG. 2 is an overall view of the present embodiment including a partial cross section, and FIG. 3 is a partially enlarged cross sectional view. 4 and 5 are cross-sectional views taken along line AA of FIG.
It is BB sectional drawing. FIG. 6 is a cross-sectional view showing a state where the temporary support member is inserted, and FIG. 7 is an explanatory diagram of a temporary support member (spacer for forming a gap) used when the horizontal force buffer is attached. FIG. 8 is a view showing a state in which the horizontal force elastic bearing device and the load bearing elastic bearing device are installed on the lower structure 2.

First, as shown in FIG. 8, before the upper structure 2 is constructed, the load bearing elastic bearing device 4 is arranged above the lower structure 3 at intervals in the direction perpendicular to the bridge axis. At the same time, the lower portion of the load supporting elastic bearing device 4 is fixed by an anchor bolt 43 embedded and fixed in the lower structure 3 (details will be described later). In addition, the elastic bearing device 1 for horizontal force buffering bearing is disposed between the load bearing elastic bearing device 4 at right angles to the bridge axis or at the side of the load bearing elastic bearing device 4 at right angles to the bridge axis. A lower portion of an anchor member 13 such as an anchor bolt fixed to the steel base plate 15 in the elastic bearing device 1 for horizontal force buffering support is embedded and fixed in the lower structure 3.

When the steel base plate 15 is fixed to the lower structure 3, in this embodiment, the lower structure 3 is a reinforced concrete lower structure 3, and as shown in FIG. Anchor bolt storage recesses 3a formed of vertical holes are provided on the upper surface at intervals in the front-rear direction or the left-right direction. In each of the anchor bolt storage recesses 3a, on the lower surface of the base plate 15, in the front-rear and left-right directions. The lower part of the anchor member 13 composed of an anchor bolt fixed integrally by welding is arranged at intervals. At this time, in order to install the base plate 15 at a predetermined level, a plurality of embedded spacers 30 for level adjustment are arranged at intervals on the upper surface of the lower structure 3, and the upper surface thereof has elasticity for horizontal force buffering support. The lower surface of the base plate 15 in the support device 1 is placed.

The through hole 1 in the peripheral portion of the base plate 15
5c, a bolt 16 as a connecting means is inserted in advance from below and connected to the lower steel plate 7 of the elastic support device 1 for horizontal force buffering support, and between the lower steel plate 7 and the upper surface of the base plate 15. A temporary support member 1 composed of a plurality of steel spacers spaced apart in the front-rear direction and the left-right direction.
The bolt 16 is slightly tightened in a state where the horizontal force buffering device 1 is temporarily held at the high level position with the adjusting spacer 7 interposed between the temporary supporting member 17 and the temporary supporting member 17. I have.

Next, the concave portion 3 for storing the anchor bolt is described.
a, the non-shrink mortar 14 as a fixing means is filled, and the non-shrink mortar 14 is cast so as to be sufficiently filled to the lower surface level of the base plate 15 and hardened. Is fixed to the lower structure 3 and supported.

The upper surface of the base plate 15 in the horizontal force buffering device 1 (detailed structural description will be described later) is provided with, for example, a concave portion 15a at the center, and the base plate 15 1
5, a projecting flange 15b is provided so that an upper portion projects laterally.
A step portion 33 is formed from the lower surface of the flange 15b and the inner peripheral side surface 24 connected to the flange 15b. A head portion of the bolt 16 and a space 34 for rotating the head portion are formed on the lower surface of the base plate 15.

The lower portion of the load-bearing elastic bearing device 4 is also provided on the upper surface of the lower structure 3 in the same manner as the horizontal force buffering device 1, and is provided with an anchor bolt receiving recess 47 made of a vertical hole and a level adjusting embedding. In a state where a spacer (corresponding to the reference numeral 30) is provided and the level is adjusted, the non-shrinkable mortar is filled into the anchor bolt storage recess 47 and is driven down to the lower surface of the lower support member 37 to be hardened. Is installed on the lower structure 3 at a predetermined level. The configuration of the load-bearing elastic bearing device 4 of this embodiment will be briefly described here. A pair of flat arc-shaped shear deformation restraint walls 35 are integrally formed on the upper portion so as to face each other with a space in the bridge axis direction. A lower support member 37 having an anchor bolt 36 embedded and fixed to the lower structure 3 at a lower portion, and an upper support member 3 having an anchor bolt 38 embedded and fixed to the upper structure 2 at an upper portion
9 and an elastic support 43 which is disposed between the lower support member 37 and the upper support member 39 and has circular steel plates 41 and 42 integrally on upper and lower surfaces of an elastic layer 40 such as rubber. The lateral movement of the steel plate 41 is restrained by the shear restraint wall 35, and the shear deformation of the elastic layer 40 is restrained,
This is an elastic bearing device that allows vertical compressive deformation, has a sliding bearing surface 44 such as a tetrafluoroethylene layer on the upper surface of the steel plate 41, and is configured to slide and support the upper structure 2. .

As shown in FIG. 8, a mold 4 is provided around the horizontal force buffer 1 and around the elastic bearing 4 for load bearing.
5 and the formwork 45 is disposed above the temporary support member 29 such as a temporary scaffold installed between the piers or between the abutment and the pier, and reinforcing bars are arranged in the formwork 45, And FIG.
Cable sheath and P as in the conventional case shown in FIG.
After arranging the C cable 28 in the bridge axis direction, the concrete 2a is cast and hardened to build the bridge girder 21 (the upper structure 2). After the concrete 2a has hardened, the bridge girder 2
The PC cable 28 embedded in an arc shape with respect to the upper structure 1 (the upper structure 2) is tensioned so that the end of the PC cable 28 is connected to the end of the upper structure 2 (the bridge girder 21) in the bridge axis direction. Fix it.

At this time, as described in the prior art, the load on the intermediate portion of the upper structure 2 (bridge girder 21) is increased by the load bearing device 4 on the pier or abutment supporting the upper structure 2. Therefore, the elastic layer 4a of the load bearing device 4 is compressed and elastically deformed, for example, by about 3 mm, and sinks. Plate part 18
The thickness of the base plate 15 and the upper and lower portions of the concave portion 15a of the base plate 15 are adjusted so as to be accommodated in the gap even when the level of the upper portion of the horizontal force damper 1 is lowered. The gap (gap) L1 between the steel plate 7 and the lower surface of the lower protrusion 7a is set large.

As shown in FIG. 1, in the case shown in the figure, the horizontal force damper 1 includes a pier 3 as a lower structure at the center of the reinforced concrete bridge girder 21 as the upper structure 2 in the girder width direction. It is arranged between and. Similarly, at both ends in the girder width direction of the bridge girder 21, elastic bearings 4 for load support (hereinafter, also referred to as load support devices 4) each having a sliding bearing surface on the top are provided. The load support device 4 is a slide-type elastic support device capable of elastically supporting the vertical load of the bridge girder 21 and supporting the bridge girder 21 in a restrained state so as not to be sheared in the lateral direction. The horizontal force buffering device 1 and the load-bearing elastic bearing device may be arranged in the direction perpendicular to the bridge axis, and the arrangement may be alternately arranged. A plurality of horizontal force damping devices 1 may be arranged between both end sides of the device.

The structure of the horizontal force damper 1 will be described in more detail. As shown in FIGS. 2 to 5, the horizontal force damper 1 includes an upper steel plate 5 such as a steel material and a plurality of central steel plates. The elastic layer 6 containing the reinforcing steel sheet and the lower steel sheet 7 made of steel or the like are integrated by vulcanization integral molding, and have a columnar shape such as a prismatic shape (in the case shown) or a cylindrical shape as a whole. The horizontal force buffer 1 is composed of a sole plate 9 for integrating the upper steel plate 5 and the upper structure 2 and a base plate 15 for integrating the lower steel plate 7 and the lower structure 3. In the case of steel, the anchor bolts 11 and 14 can be replaced with bolts inserted from the upper structure 2 side or bolts inserted from the lower structure 3 side.

An external thread 8 is provided on the outer periphery of the distal end of the upward short cylindrical projection 5a provided at the center of the upper surface of the upper steel plate 5, and an intermediate shaft 5 serving as a shear key for the projection 5a.
The steel ring nut is mounted on the upper surface of the upper steel plate 5 with the central through hole 9a of the steel sole plate 9 fitted in the steel plate 9 and screwed into the male screw portion 8. The sole plate 9 is fixed to the upper steel plate 5 by screw connection with 10. Anchor materials 11 (eight as shown in FIG. 4) are erected on the sole plate 9 and the base ends of the anchor materials 11 are fixed in a state of being welded or screwed together. And, as will be described later, the upper steel plate 5 is integrated with a bridge girder 21 constructed by casting the concrete 2a. The lower surface level of the upper structure 2 around the sole plate 9 is
At the same level as the upper surface of the upper structure 2 is the concrete casting surface of the upper structure portion 2. A concrete casting surface on the upper structure 2 side for mounting the upper portion of the bearing device 4 is formed so as to protrude further downward to a lower level position.

An elastic layer 6 such as rubber is integrally fixed and disposed at a central portion of the horizontal force buffering device 1, and is parallel to the inside of the elastic layer 6 with an interval in the vertical direction. A plurality of steel plates 12 are buried and arranged to withstand pressure. At the lower end of the horizontal force buffer 1, a lower steel plate 7 is disposed integrally with the lower surface of the elastic layer 6. At the center of the lower surface, a downward short cylindrical convex portion 7 a serving as a shear key is provided. It is formed integrally.

On the other hand, a lower portion of the anchor member 13 is disposed in the recess 3a on the upper surface of the pier 3, and a non-shrink mortar 14 is cast and integrated. The upper end of the anchor member 13 is fixed to the square base plate 15 by welding (FIGS. 3 and 5). In this manner, the base plate 15 is integrated with the pier 3, and the anchor material 13 does not project from the upper surface of the base plate 15 as in the related art. In the center of the upper surface of the base plate 15, a recess 15a having a short columnar shape or the like is formed.

The convex portion 7a of the lower steel plate 7 of the horizontal force buffer 1 is fitted into the cylindrical upward opening concave portion 15a at the center of the upper surface of the base plate 15.
By this fitting, the lower steel plate 7 of the horizontal force buffering device 1 (on the bridge girder 21 side) is prevented from slipping (integrally) with respect to the pier 3 against horizontal force. A vertical gap L is provided between the downward convex portion 7a of the lower steel plate 7 and the upward opening concave portion 15a of the base plate 15 (FIG. 3).

As shown in FIGS. 3 and 5, a gap S is maintained between the upper surface of the base plate 15 around the concave portion 15a and the lower surface of the lower steel plate 7 of the horizontal force buffer 1 opposed thereto. In this state, the bolts 16 (ten bolts shown in FIG. 5) as connecting means previously inserted into the respective through holes 15c of the side flange 15b of the base plate 15 from below are screwed into the lower steel plate 7 upward from the base plate 15 side. The lower steel plate 7 (horizontal force buffer 1, bridge girder 21 side) is connected to the base plate 15 (bridge pier 3 side). The bolt 16 is mounted when the base plate 15 is installed. Thus, a connecting portion is configured. The gap S is maintained for the following reason.

At the time of placing the bridge girder in concrete, since the sole plate 9 is used as a concrete formwork, the horizontal force buffer 1 joined to the sole plate 9 by the ring nut 10 is integrated with the bridge girder 21. The horizontal force buffering bearing device 1 is loaded with the load of the concrete placed immediately above it. When the prestress in the bridge axis direction is introduced into the bridge girder 21 after the concrete of the bridge girder 21 is hardened, the bridge girder intermediate portion of the bridge girder is lifted up, and a load is further applied to the fulcrum supporting the bridge girder 21. Will be added. Accordingly, the load supporting device 4 sinks by 3 to 5 mm due to the compressive deformation of the elastic layer, and the bridge girder 21
The horizontal force buffer 1 fixed to the side also sinks.

Therefore, in a state where the prestress is introduced into the bridge girder 21, a gap S 1 larger than the sinking amount is provided so as to prevent the vertical load from being applied to the horizontal force damper 1, and the concrete is cast on the bridge girder 21. Introduce stress. That is, as shown in FIG. 6, the plate portion 18 of the temporary support member 17 (to be described in detail later) corresponding to the gap amount S1 larger than the sinking amount and the adjusting plate as necessary are inserted into the gap portion. Then, bolt 16 is tightened. Further, the gap L1 having a size substantially equal to or slightly larger than the gap amount S1 is formed by the protrusion 7a of the lower steel plate.
A recess 15a is formed in the base plate 15 so that it can be formed between the lower surface and the recess 15a of the base plate.

When the temporary support member 17 is removed after the concrete is hardened and cast on the bridge girder 21 and before the prestress is applied to the bridge girder 21, a gap is formed in that portion.
When a prestress is introduced into the bridge girder 21 as described above, a load is further applied. Accordingly, the load supporting device 4 sinks by 3 to 5 mm due to the compressive deformation of the elastic layer, and the horizontal force buffering device 1 fixed to the bridge girder 21 sinks with it. The gap S (5 to 10 m
m) is formed so that the large gap S1 is formed.

At this time, the head side of the bolt 16 is
It is free in the space 34 between the lower surface 15d of the side flange 15b of the base plate 15 and the upper surface of the lower structure, and can move downward, so that it moves down and moves between the lower surface 15d of the side flange 15b of the base plate 15 and the lower surface. In order to eliminate the gap, the bolt 16 is tightened again to engage the side projecting flange lower surface 15d to separate the base plate 15 and the lower steel plate 7 from each other. To be able to withstand forces such as upward lift. It is conceivable to remove the temporary support member 17 after the introduction of the prestress, but the load on the bridge girder 21 is applied and the pullout force becomes extremely large, which is difficult. Then, the capacity of the pull-out jack may be small. When the steel temporary support member 17 is pulled out by the jack, a telescopic hydraulic jack (not shown) is interposed so as to engage the lower steel plate 7 and the vertical plate portion 19 of the temporary support member 17. Then, the telescopic hydraulic jack is extended and the temporary support member 17 is pulled out.

Thus, the upper portion of the horizontal force damper 1 hangs from the bridge girder 21, and the gap S does not share the vertical load of the bridge girder 21. Then, the bridge girder 21 is shock-absorbed against the horizontal force and the lift force acting upon the earthquake.

When an upward lift acts on the bridge girder 21, the force transmitted from the elastic layer 6 and the lower steel plate 7 is transmitted to the lower structure 3 via the bolt 16 while being buffered.
When the lower structure 3 moves downward, the lower structure 3 is transmitted from the load supporting base plate 15 to the lower steel plate 7 by the bolt 16 and is transmitted from the elastic layer 6 and the upper steel plate 5 to the upper structure 2 while buffering the lower structure 3. When the lower structure 2 moves upward, the base plate 15 moves in a direction in which it contacts the lower steel plate 7. However, the upper structure 2 is supported by the load supporting elastic bearing device 4, and the base plate 15 is No contact with 7. The bolt 16 is located in the plane area occupied by the lower steel plate 7 of the horizontal force buffer 1 (square m
(Inside the shape) and does not interfere with the upper elastic layer 6, so that even if the central elastic layer 6 of the horizontal force buffer 1 is greatly deformed by the horizontal force at the time of the earthquake, it remains around the elastic layer 6. Since there are no members that interfere with each other, there is no possibility that the elastic layer 6 will be damaged by the interference.

FIG. 7 shows details of the temporary support member 17. 6A is a plan view, FIG. 6B is a side view, and FIG. 6C is a view taken in the direction of the arrow C in FIG. When attaching the horizontal force buffer 1 to the base plate 15, the temporary support member 17 is provided between the lower steel plate 7 of the horizontal force buffer 1 and the base plate 15.
The bolt 16 is tightened with the plate portion 18 and the adjustment plate (not shown) inserted as necessary. After the concrete of the bridge girder 21 has hardened, the outer peripheral portion of the lower steel plate 7 and the vertical plate portion 19 of the temporary support member 17 are formed.
The temporary support member 17 is detached by inserting a jack (not shown) between them and performing the extension operation. Thus, the gap S is maintained. Note that an appropriate temporary support member 17 may be interposed between the lower surface of the bolt 16 and the lower structure 3.

Next, the construction of another embodiment of the mounting structure of the horizontal force damping device according to the present invention will be described together with the operation thereof with reference to FIGS. . In this embodiment, even at the time of large deformation of the elastic layer, there is no fear of interference with peripheral members and breakage,
In addition, the mounting space is reduced and the horizontal force buffer is economical.

FIG. 9 is a diagram showing an example in which the elastic bearing device for horizontal force buffering support (hereinafter also referred to as horizontal force buffering device) of this embodiment is applied between a pier and a bridge girder. FIG. 10 is an overall view of the present embodiment including a partial cross section, and FIG. 11 is a partially enlarged cross-sectional view. FIGS. 12 and 13 show C in FIG.
It is a C sectional view and a DD sectional view. FIG. 14 is a cross-sectional view showing a state where the temporary support member is inserted, and FIG. 7 is an explanatory diagram of the temporary support member used when the horizontal force buffer is attached as described above.

As shown in FIG. 9, the horizontal force buffer 1 is
At the center of the reinforced concrete bridge girder 21 as the upper structure in the girder width direction, the bridge girder 21 and the pier 3 as the lower structure are provided.
It is arranged between and. Similarly, at both ends of the bridge girder 21 in the girder width direction, load-bearing elastic bearing devices 4 (hereinafter, also referred to as load-bearing devices 4) each having a sliding bearing surface 4a at the top are disposed. The load supporting device 4 elastically supports the vertical load of the bridge girder 21.

As shown in FIGS. 10 to 13, the horizontal force damping device 1 includes an upper steel plate 5 and a plurality of reinforcing steel plates 1 at the center.
The two-layered elastic layer 6 and the lower steel plate 7 are integrated by vulcanization integral molding, and have a columnar shape (in the illustrated case) or a columnar shape as a whole.

A male screw portion 8 is provided on the outer periphery of the tip of the short columnar convex portion 5a provided at the center of the upper surface of the upper steel plate 5, and a steel sole is provided on an intermediate shaft portion serving as a shear key of the convex portion 5a. With the central through hole 9a of the plate 9 fitted,
The sole plate 9 is placed on the upper surface of the upper steel plate 5,
The sole plate 9 is fixed to the upper steel plate 5 by being joined by a steel ring nut 10 screwed to the male screw portion 8.

The sole plate 9 includes an anchor material 11
(8 wires shown in FIG. 12) are erected, and the anchor material 11 is provided.
Are fixed by welding or screwed connection. And, as will be described later, the upper steel plate 5 is integrated with a bridge girder 21 constructed by casting the concrete 2a. At a level slightly lower than the upper surface of the sole plate 9, a concrete casting surface for mounting the load support device 4 at a position sufficiently separated from the shear deformable region of the elastic layer 6 of the horizontal force buffer 1 projects downward. (See FIG. 9).

An elastic layer 6 such as rubber is integrally fixed and disposed at the center of the horizontal force buffering device 1, and is parallel to the inside of the elastic layer 6 at intervals in the vertical direction. A plurality of steel plates 12 are buried and arranged to withstand pressure. At the lower end of the horizontal force damper 1, a lower steel plate 7 is disposed integrally with the lower surface of the elastic layer 6, and at the center of the lower surface, a short columnar convex portion 7a serving as a shear key is integrally formed. Have been. Also, a base plate 15 described later is used.
A screw hole 7b is provided for connection with the connector (1 in FIG. 13).
0 places).

Then, as shown in FIG. 11, the projection 7a of the lower steel plate 7 of the horizontal force buffer 1 is
In the central recess 15a. With this fitting,
The lower steel plate 7 of the horizontal force damper 1 on the bridge girder 21 side
The base plate 15 is integrated with the base plate to prevent it from shifting in the horizontal direction. A vertical gap L is provided between the convex portion 7a of the lower steel plate 7 and the concave portion 15a of the base plate 15. In addition, a large number of connection recesses 15b are provided on the lower surface of the base plate 15 at intervals on the both sides perpendicular to the bridge axis at positions on both sides away from the center recess 15a in the bridge axis direction of the base plate 15, and the recess 15b A bolt insertion hole 15c is provided concentrically.

Further, with the gap S + α maintained between the upper surface of the base plate 15 and the lower surface of the lower steel plate 7 facing the lower surface of the base plate 15, the coupling recess 46 and the bolt insertion through hole are formed from the lower surface of the base plate 15. Bolts 16 (ten bolts shown in FIG. 13) are inserted into the holes 15c, and the screw holes 7 of the lower steel plate 7 are inserted.
b, the lower steel plate 7 (horizontal force buffer 1,
The bridge girder 21 side) is connected to the base plate 15 (the bridge pier 3 side). The gap S + α thereafter decreases and finally becomes the gap S (FIG. 11 shows the final gap S). Thus, a connecting portion is formed (described later). This connection (tightening while maintaining the gap) is performed before the base plate 15 is integrated with the pier 3. Also, of course, bridge girder 2
It is carried out in the state before the concrete casting.

The reason for maintaining the gap S + α at the time of the above-mentioned tightening is that the sole plate 9 is used as a concrete formwork at the time of placing the bridge girder into concrete in a later step as described above. The horizontal shock absorber 1 joined to the sole plate 9 by the bridge 10
1 and the load of the concrete immediately above the cast concrete is applied. Then, when the prestress is introduced into the bridge girder 21, a further load is applied as described above. Accordingly, the load supporting device 4 sinks by 3 to 5 mm due to the compressive deformation of the elastic layer, and the horizontal force buffering device 1 fixed to the bridge girder 21 sinks with it.

Therefore, in a state where the prestress is introduced into the bridge girder 21, a gap S + α larger than the sinking amount is provided and the concrete 2 a of the bridge girder 21 is struck so that a vertical load is not applied to the horizontal force damper 1. Installation and introduction of pre-stress. That is, as shown in FIG. 14, once the plate portion 18 of the temporary support member 17 having a thickness corresponding to the gap amount S + α larger than the sinking amount and the adjustment plate as necessary are inserted into the gap portion. Tighten the bolt 16. Further, a concave portion 15a is formed in the base plate 15 so that a gap L1 substantially equal to or slightly larger than the gap amount S + α can be formed between the convex portion 7a of the lower steel plate 7 and the concave portion 15a of the base plate 15. .

On the other hand, the lower part of the anchor member 13 is disposed in the recess 3a on the upper surface of the pier 3, and the non-shrink mortar 14 is cast and integrated. The upper end of the anchor member 13 is fixed to a square base plate 15 by welding (FIGS. 11 and 14). Thus, the base plate 15 is integrated with the pier 3, and the anchor member 13 is not configured to protrude from the upper surface of the base plate 15. In the center of the upper surface of the base plate 15, a concave portion 1 such as a short columnar shape is provided.
5a are formed. Further, on the lower surface of the base plate 15, a concave portion 46 for connection with the lower steel plate 7 and a through hole 15c for bolt insertion coaxially therewith are provided (10 places in FIG. 13).

Then, concrete is cast on the bridge girder 21 side,
If the temporary support member 17 is removed after the hardening and before the prestress is introduced into the bridge girder 21, a gap is formed at that portion. When a prestress is introduced into the bridge girder 21 as described above, a load is further applied. Accordingly, the load supporting device 4 is 3 to 5 mm due to the compression deformation of the elastic layer.
The sun sets, and the horizontal force buffer 1 fixed to the bridge girder 21 also sinks. The gap S (5-10
(approximately mm), the large gap S + α is formed.

When the lower steel plate 7 (horizontal force buffer 1) sinks, the bolt 16 is allowed to sink together with the lower steel plate 7. When the lower steel plate 7 sinks, the head of the bolt 16 and the pier 3 The relevant dimensions are set so that a slight gap remains between the upper surface. On the other hand, during this subsidence, bolt 1
A gap corresponding to the amount of settlement also occurs in the seating surface portion of No. 6. In this way, the bolt 16 allows the settlement, and when an upward lift acts on the bridge girder 21 due to an earthquake or the like, the seating surface of the bolt 16 abuts against the concave portion 15b of the base plate 15 to suppress the upward lift (described later). Fulfill.

That is, when an upward lift acts on the bridge girder 21, the upward lift is transmitted from the elastic layer 6 and the lower steel plate 7 to the pier 3 via the bolt 16 while buffering. On the other hand, when the pier 3 moves upward, the base plate 1
5 is transmitted from the load bearing device 4 to the bridge girder 21 while abutting on the lower steel plate 7. The bolts 16 are arranged in the plane area (in the square) occupied by the lower steel plate 7 of the horizontal force buffer 1 and do not interfere with the upper elastic layer 6, so that the horizontal force buffer due to the horizontal force at the time of the earthquake. Even if the central elastic layer 6 is largely deformed, there is no member that interferes around the elastic layer 6, so there is no possibility that the elastic layer 6 will be damaged by the interference (see FIGS. 13 and 14). ).

The existence of the gap S between the lower steel plate 7 and the base plate 15 causes an impact force to be input to the bearing surface of the bolt 16 when an upward lift acts on the bridge girder 21 during an earthquake. So bolt 1 to reduce the impact force
6, before or after the tightening, the base plate 1
5 in advance in the space within the recess 15a or at an appropriate time.
The resin may be filled with a slow-curing resin so that the resin enters a gap formed in the seating surface of the bolt 16 when the resin sinks.

Thus, similarly to the above embodiment, the horizontal force damper 1 is hung from the bridge girder 21 and does not share the vertical load of the bridge girder 21 due to the gap S. And, for the horizontal force and the lift force acting at the time of the earthquake,
The bridge girder 21 is cushioned.

In practicing the present invention, the horizontal force buffer 1
The pre-shearing deformation may be applied in advance in the direction opposite to the direction in which the girders contract, so that the beam may be installed. Further, in the case of each of the above embodiments, in a state where there is a gap in the connecting portion between the lower steel material and the lower structure, the connecting means for connecting the lower steel material and the lower structure, when shear deformation of the elastic layer. Although it was arranged at a position that does not interfere with the elastic layer, in the case of implementing the present invention, the same is true even if the horizontal force damping device is arranged upside down, so that a gap is provided in the connecting portion between the upper steel material and the upper structure. In a state where the elastic member is in a state of being provided, the connecting means for connecting the upper steel material and the upper structure is provided at a position which does not interfere with the elastic layer during the shear deformation of the elastic layer so that the connecting means and the elastic layer do not interfere with each other. May be configured.

[0064]

As is apparent from the above description, according to the present invention, unlike the conventional example, the relative lateral movement of the upper structure or the lower structure allows the center of the horizontal force damper to be moved during an earthquake. Even if the part elastic layer is greatly deformed, the connecting means is provided at a position where it does not interfere with the elastic layer, so that there is no possibility that the elastic layer is damaged or broken by the interference.

Further, since the connecting means is disposed within the plane area occupied by the lower steel plate, the space for mounting the horizontal force buffer is reduced, and the lower steel plate (horizontal force buffer) is attached to the base plate before fixing. Since the connection is made in advance, the mounting operation is simplified and the cost is reduced.

Further, it is possible to regulate the upward movement of the upper structure by bolts connecting the horizontal force buffering device and the lower structure.

Further, according to the installation method of the present invention, the horizontal force buffer can be easily and easily installed in a state where the installation process is reduced and the vertical load on the upper structure is not borne. Even after the introduction,
The horizontal force buffer can be installed without bearing the vertical load on the upper structure.

[Brief description of the drawings]

FIG. 1 is a diagram showing an example in which an embodiment of the present invention is applied between a pier and a bridge girder.

FIG. 2 is an overall view including a partial cross section of one embodiment.

FIG. 3 is a partially enlarged cross-sectional view of one embodiment.

FIG. 4 is a sectional view taken along line AA of FIG. 2;

FIG. 5 is a sectional view taken along line BB of FIG. 2;

FIG. 6 is a partially enlarged sectional view showing a state where a temporary support member is inserted.

FIG. 7 is an explanatory diagram of a temporary support member according to one embodiment.

FIG. 8 is a view showing a state in which a horizontal force elastic bearing device and a load bearing elastic bearing device are installed on a lower structure.

FIG. 9 is a diagram showing an example in which another embodiment of the present invention is applied between a pier and a bridge girder.

FIG. 10 is an overall view including a partial cross section of another embodiment.

FIG. 11 is a partially enlarged sectional view of another embodiment.

FIG. 12 is a sectional view taken along line CC of FIG. 10;

FIG. 13 is a sectional view taken along line DD of FIG. 10;

FIG. 14 is a partially enlarged sectional view showing a state where a temporary support member is inserted.

FIG. 15A is a sectional view of a conventional pier and a bridge girder,
(B) is the same side view.

FIG. 16 is a plan view showing members arranged on the upper surface of a conventional pier.

[Explanation of symbols]

DESCRIPTION OF SYMBOLS 1 Horizontal force buffering device (elastic bearing device for horizontal buffering bearing) 2 Upper structure (bridge girder) 2a Concrete 3 Bridge pier (lower structure) 3a Recess of pier 4 Load supporting device (elastic bearing device for load supporting) 4a Sliding bearing Surface 5 Upper steel plate (upper steel material) 5a Projection of upper steel plate 6 Elastic layer 7 Lower steel plate (lower steel material) 7b Screw hole 7a Projection of lower steel plate 8 Screw portion 9 Sole plate 9a Central through-hole 10 Ring nut 11 Anchor material DESCRIPTION OF SYMBOLS 12 Steel plate 13 Anchor material 14 Non-shrink mortar 15 Base plate 15a Depression of base plate 15b Side flange 15c Through hole for bolt insertion 15d Lower surface of laterally protruding flange portion 16 Bolt (connection means) 17 Temporary support member 18 Temporary support member plate portion 19 Vertical plate part of temporary support member 20 Pier (or abutment) 21 Upper structure (bridge girder) DESCRIPTION OF SYMBOLS 22 Elastic bearing device for horizontal force buffer 22a Rubber layer 22b Lower steel plate 23 Elastic bearing device for load support 24 Thermo-softening synthetic resin layer 25 Anchor bolt 26 Nut 27 28 Cable 29 Temporary support member (for frame support) 30 Level adjustment Buried spacer 31 Overhang flange 32 Peripheral side surface 33 Step 34 Space 35 Shear deformation restraint wall 36 Anchor bolt 37 Lower support member 38 Anchor bolt 39 Upper support member 40 Elastic layer 41 Steel plate (upper) 42 Steel plate (lower) 43 Elastic support 44 Sliding bearing surface 45 Formwork 46 Connection recess

Claims (8)

[Claims] An upper steel member arranged to be connected to an upper structure such as a concrete bridge girder and a lower structure such as a pier or an abutment and fixed to the upper structure, and integrally fixed to the upper steel material. The elastic layer and the lower steel material directly or indirectly engaging with the lower structure side and being prevented from shifting in the horizontal direction, and being integrated with the lower steel material connected to the lower structure side, The connecting means for connecting the lower steel material and the lower structure in a state where there is a gap in a connecting portion with a structure, wherein the elastic layer is configured so as not to interfere with the connecting means when the elastic layer is subjected to shear deformation. The mounting structure of the horizontal force buffer of the structure. 2. The connecting means according to claim 1, wherein the connecting means is arranged in a plane area occupied by the lower steel material and connects the lower steel material and the lower structure in advance with a gap. The mounting structure of the horizontal force buffer of the structure. 3. The horizontal force damping device for a structure according to claim 1, wherein the connecting means is a bolt screwed into the lower steel material from a base plate fixed to the lower structure. Mounting structure. 4. The connection means according to claim 1, wherein said integrated upper steel material, elastic layer and lower steel material are previously connected to a base plate fixed to a lower structure.
A mounting structure for a horizontal force damper for a structure according to any one of the above. 5. A method for installing a horizontal force damper for connecting a horizontal force damper to an upper structure and a lower structure, wherein the horizontal force damper is provided with a removable temporary support member interposed therebetween. While maintaining the predetermined high-level position, an upper structure is constructed on the horizontal force buffer, and then a gap is provided by removing the temporary support member. After being released from the vertical load, a prestress is introduced into the concrete upper structure, and the descent of the horizontal force buffer device accompanying the introduction of the prestress into the upper structure is controlled to be within the gap size. A method for installing a horizontal force damper, characterized in that: 6. The horizontal force damping device in a state in which a removable temporary support member is interposed between the lower structure and the horizontal force damping device, and the horizontal force damping device is held at a predetermined high level position. After constructing a concrete upper structure over the upper part of the upper part of the elastic bearing device for load bearing, removing the temporary support member, providing a gap between the lower structure and the horizontal force buffer, 6. A prestress is introduced into said concrete superstructure after releasing said horizontal force buffer bearing from the vertical load of said superstructure.
Installation method of the horizontal force buffering bearing device according to the above. 7. The horizontal force buffering device directly or indirectly engages an upper steel material fixed to an upper structure, an elastic layer integrally fixed to the upper steel material, and a lower structure side,
The lower steel member and the lower structure are integrated with a lower steel member connected to the lower structure side while being prevented from shifting in the horizontal direction, and having a gap at a connection portion with the lower structure. The structure according to claim 5 or 6, wherein a connecting means for connecting an object is provided below the lower steel material so that the elastic layer does not interfere with the connecting means when the elastic layer is subjected to shear deformation. An installation method of the horizontal force buffering bearing device described in the above. 8. The installation of claim 7, wherein the connecting means is a bolt screwed into the lower steel material from a base plate fixed to the lower structure. Method.