JP2003227109A - Mounting method of horizontal force buffer of structure and mounting structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a mounting method and a mounting structure of a horizontal force buffer capable of corresponding to a displacement when an upper structure is constructed. <P>SOLUTION: An upper end steel plate 6 is fixed to a concrete-made bridge girder 1 and, when a lower end base plate 15 in a hanging state through an elastic layer 8 in an intermediate section is connected to a pier 3 with a vertical gap, a gap area is provided between on a slot 22 provided in the base plate 15 and extending in the direction of the bridge axis, an anchor bolt 19 erected a pier 3 and projecting to the inside of the slot 22 and a screw fitting 20 to allow the displacement of the base plate 15 with the construction of the bridge girder 1. Further, the gap area is filled with a spacer 25 to connect after the displacement of the base plate. <P>COPYRIGHT: (C)2003,JPO

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention is arranged between an upper structure such as a bridge girder and a lower structure such as a pier or abutment.
It is used together with a load bearing elastic support device that supports the vertical load of the upper structure, and does not normally bear the vertical load, but buffers the upper structure against horizontal force and upward lift that act during an earthquake. TECHNICAL FIELD The present invention relates to a method of mounting an elastic support device for horizontal force damping and a mounting structure thereof.

[0002]

2. Description of the Related Art Conventionally, a function-separated type supporting device provided between an upper structure and a lower structure is disclosed in, for example, FIG.
As shown in b, an elastic support device for load support (hereinafter abbreviated as load support device 32) for supporting a vertical load, which is arranged side by side in the direction perpendicular to the bridge axis on the pier 31 at the end of the bridge girder 30. An elastic bearing device for horizontal force buffering (hereinafter abbreviated as horizontal force buffering device 33), which is used as a spring material for horizontal force dispersion in the event of an earthquake and an elastic bearing material for supporting the bridge girder 30 while moving upward. It is made up of two parts, and each is assigned a function.

Then, the horizontal force buffering device 33 is fixed to the lower surface of the bridge girder 30, for example, via a buffering part made of a rubber layer in a suspended state and a base plate 33a, and the bridge pier 31.
It is configured to be connected to. Thus, the horizontal force damper 33 does not normally bear the vertical load of the bridge girder 30,
Bridge girder 30 if installed flat on the understructure
When the concrete is placed, the upper portion of the horizontal force buffer 33 is used as a formwork for concrete, so that the load of the placed concrete 30a immediately above the horizontal force buffer 33 is applied to the horizontal force buffer 33. The situation occurs.

Further, the PC cable 34 disposed inside the bridge piers 31 and 31 or between the bridge piers 31 and the abutments is prestressed by fixing the PC cable 34 arranged inside the bridge girder 30 to the end of the bridge girder 30. When the bridge girder 30 is introduced, the bridge girder 30 comes to be lifted from the temporary support member 35 such as the temporary support which supports the middle portion of the bridge girder 30, so that the fulcrum side, that is, the load support device 32 and the horizontal force damping device 33. Is further loaded with the concrete bridge girder 30. Accordingly, the elastic layer 3 of the load supporting device 32
Along with the settlement (reduction) of the upper end level due to the compression deformation of 2a, the horizontal force damping device 33 fixed to the bridge girder 30 side.
The buffer part of will also sink.

In order to remove the load of the bridge girder 30 applied to the horizontal force buffering device 33 among the above-mentioned subsidence, at the time of concrete pouring of the bridge girder 30, the concrete 30 is poured as a formwork.
A temporary support device (temporary support means) is required to support the load of a and to be unloaded in the state where the concrete 30a of the bridge girder 30 has sufficiently developed strength or after the prestress is introduced into this. become.

After the strength of the concrete of the bridge girder 30 is sufficiently developed and the position of the buffer portion is determined, the base plate 33a temporarily fixed on the pier 31 is fully tightened. Then, the horizontal force buffering device 33 buffers the bridge girder 30 by shearing or elastically deforming the rubber layer against horizontal force and upward lift force during an earthquake. On the other hand, the load supporting device 32 is provided at both ends of the girder 30 in the girder width direction.
And the bridge pier 31, and supports the vertical load of the bridge girder 30, respectively.

[0007]

However, the bolt holes and anchor bolts provided for fixing the base plate against the displacement of the buffer portion due to the contraction of the concrete poured into the bridge girder due to the strength development of the concrete. There was a problem that the position could be adjusted only for the gap between them. Therefore, an object of the present invention is to provide a mounting method and a mounting structure of a horizontal force damping device that can cope with a positional deviation when building an upper structure.

[0008]

In order to solve the above-mentioned problems, a mounting method according to claim 1 is to fix an upper end steel material in an elastic support member to an upper structure such as a concrete bridge girder, and at the same time, to construct the upper structure. When connecting the lower-end steel material in the elastic support body suspended to an object to a lower structure such as a bridge pier or abutment, a long hole provided in the lower-end steel material and extending in the bridge axial direction and the above-mentioned long A gap area is provided between the anchor member protruding into the hole to allow the lower end steel material to be displaced due to the construction of the upper structure, and the upper structure is suspended and supported along with the shortening deformation movement of the upper structure. On the other hand, it is characterized in that the elastic supporting body is suspended and moved together with the shortening deformation of the upper structure, and the gap area after the displacement is filled with a padding to be connected.

According to a second aspect of the present invention, the upper end steel material of the elastic support is fixed to an upper structure such as a concrete bridge girder and the lower end steel material of the elastic support is suspended from the upper structure. When connecting to a lower structure such as a bridge pier or abutment with a vertical gap, a long hole extending in the bridge axial direction provided in the lower end steel material and an anchor member standing upright in the lower structure and protruding into the long hole A gap region is provided between the gap regions, and the gap region adjusting means arranged in the gap region applies shearing force deformation to the elastic layer of the elastic support body by an estimated displacement amount of the upper structure due to construction, thereby lowering the lower end steel material. Suspending the elastic support together with the shortening deformation of the upper structure while preliminarily displacing it with respect to the lower structure and suspending and supporting it with the shortening movement of the upper structure. By moving, said to eliminate shear deformation, characterized by connecting filling in said gap region fillings after displacement.

According to a third aspect of the present invention, there is provided a mounting method according to the second aspect.
In the mounting method described in (1), the gap area adjusting means is a hydraulic jack.

The mounting structure according to claim 4 is arranged between an upper structure such as a concrete bridge girder and a lower structure such as a bridge pier or an abutment, and is fixed to the upper structure by an upper end steel material and the upper end. An elastic layer in the middle part integrated with the steel material,
A lower end steel material that is fixed to the elastic layer and has a connecting portion that is connected to the lower structure in a suspended state with a vertical gap between the lower structure and the lower structure; It is provided with an elongated hole, an insert fitting that is externally inserted on the head of an anchor member that is erected on the lower structure, and a padding that fills a gap area formed between the insert fitting and the elongated hole. And

[0012]

DESCRIPTION OF THE PREFERRED EMBODIMENTS [First Embodiment] A first embodiment of the present invention will be described with reference to FIGS. Figure 1
Shows an example in which the elastic support device for horizontal force buffering (hereinafter abbreviated as horizontal force buffering device) of this embodiment is applied between a pier and a bridge girder. 2-11 is explanatory drawing which shows the structure of the attachment part of a horizontal force buffer, or an attachment method.

FIG. 1 is a cross-sectional view of a reinforced concrete bridge girder 1 as an upper structure in a bridge axis direction end portion in a direction perpendicular to the bridge axis (girder width direction). FIG. 2 is an enlarged cross-sectional view of the mounting portion of the horizontal force damping device 2 in the direction perpendicular to the bridge axis, and FIG. 3 is an enlarged sectional view of the mounting portion in the bridge axis direction.

As shown in FIGS. 1 to 3, the horizontal force damping device 2 is disposed between the bridge girder 1 and the bridge pier 3 as a lower structure at the center of the girder 1 in the girder width direction. An elastic bearing device (hereinafter, abbreviated as load support device 4) is provided. The load support device 4 elastically supports the vertical load of the bridge girder 1, and the horizontal movement of the bridge girder 1 is supported while slidingly supporting the sliding girder 4a.

FIGS. 4A and 4B show a horizontal force damping device 2
The elastic bearing part 5 which comprises the center part of FIG. The figure (a) is sectional drawing, (b) is a bottom view. As shown,
The elastic bearing portion 5 is formed by integrally combining an upper steel plate 6 (upper steel material), an elastic layer 8 containing a plurality of reinforcing steel plates 7 and a lower steel plate 9 by vulcanization integral molding, and has a short columnar shape (even a prismatic shape). Good).

A short columnar convex portion 10 is integrally fixed to the upper steel plate 6 by welding or the like at the center of the upper surface of the upper steel plate 6, and a male screw portion 10a is provided on the outer periphery of the tip portion of the convex portion 10. There is. Then, as shown in FIG. 3, the central through hole of the steel sole plate 11 fixed to the bridge girder 1 side is fitted to the shaft portion 10b at the base of the convex portion 10 serving as a shear key, and in that state. A steel ring nut 12 is screwed to the male screw portion 10a of the upper steel plate 6 (see FIG. 3).
Thus, the upper steel plate 6 of the elastic bearing portion 5 of the horizontal force damping device 2 is fixed to the sole plate 11.

A base end portion of an anchor bar 13, which is embedded and fixed in the reinforced concrete upper structure 1, is screwed into the sole plate 11 so as to be erected and fixed by welding. The anchor bar 13 is wound around a wire 13a and fixed by welding. Thus, the horizontal force damping device 2 is connected to the reinforced concrete 1 of the bridge girder 1 via the sole plate 11 and the anchor bar 13.
integrated with a (FIGS. 2 and 3).

The elastic bearing portion 5 is arranged such that an elastic layer 8 such as rubber is integrally fixed thereto, and a plurality of elastic supporting portions 5 are arranged in parallel inside the elastic layer 8 at intervals in the vertical direction (see FIG. Four
In this case, four reinforcing steel plates 7 are embedded and pressure-proof reinforced.

Further, a short columnar convex portion 14 serving as a shear key is integrally formed in the central portion of the lower surface of the lower steel plate 9 integrated with the lower end of the elastic layer 8 (see FIG. 4a). This convex portion 14 is fitted into a concave portion 16 of a lower end steel material (details will be described later) composed of a base plate 15 therebelow, and horizontal positioning between both members 9 and 15 is performed (see FIGS. 2 and 3). ). Then, on the large and small circular loci around the convex portion 14, screw holes 17 (20 in the figure) for joining with the base plate 15 are opened at the lower surface of the lower steel plate 9 at equal angular intervals in the circumferential direction. (Fig. 4b)
reference).

Since the depth of the concave portion 16 of the base plate 15 is deeper than the height of the convex portion 14 of the lower steel plate 9, there is no gap between the tightening surfaces of the lower steel plate 9 and the base plate 15, and the fixing bolt 18 By base plate 1
5 is bolted to the lower steel plate 9.

On the other hand, as shown in FIGS. 2 and 3, anchor bolts 19 (anchor members) are arranged in recesses 3a provided at four places on the upper surface of the pier 3 and non-shrink mortar 3b.
Is placed and integrated. Then, the base plate 15 is the anchor bolt 19, and the insertion fitting 2 described later.
In the state where the nut 21 is finally tightened by 0 and the nut 21 and the like and is pressure-bonded to the upper surface of the base plate 15,
It is connected to the pier 3 with a vertical gap S (details will be described later).

Thus, in the horizontal force damping device 2, the upper steel plate 6 at the upper end is integrated with the bridge girder 1 as described above, and the elastic layer 8 is formed.
The base plate 15 at the lower end through the abutment or pier 3
Is held and connected in the horizontal direction with a predetermined vertical gap S therebetween (details will be described later). Thus, after the connection is completed, the horizontal force damping device 2 does not bear the vertical load of the bridge girder 1 and buffers the horizontal force and the lift force between the bridge girder 1 and the pier 3.

FIG. 5 is a plan view and a sectional view of the base plate 15. As shown in the figure, the base plate 15 is formed in a rectangular shape, and a connecting portion formed of a rectangular slot 22 that is long in the bridge axis direction is provided at a portion where the heads of the four anchor bolts 19 penetrate. The long side length L of the long hole 22 is set to be a predetermined amount longer than the length M (see FIG. 7) of the insertion fitting 20 that is externally inserted on the head of the anchor bolt 19. Further, the recess 16 is formed in the central portion of the base plate 15, and the stepped through hole 23 for bolt insertion of the fixing bolt 18 for fixing the base plate 15 to the lower steel plate 9 is provided around the recess 16. The fixing bolt 1
The bolt head 8 is housed in the lower large diameter hole 23a of the stepped through hole 23 (see FIG. 2).

When holding and connecting the base plate 15 to the pier 3, as shown in FIG. 6, a predetermined thickness (S + α) is provided between the base plate 15 and the upper surface of the pier 3.
While inserting the temporary support plate 24, the insertion metal fitting 20 is externally inserted to the head of the anchor bolt 19 protruding into the long hole 22 of the base plate 15, and the base plate 15 is leftward (the girder contraction) with respect to the position-fixed insertion metal fitting 20. The girder end (opposite to the direction) is displaced by a predetermined amount.

FIG. 7 shows the plug-in fitting 20 in an enlarged manner. FIG. 7A is a plan view, FIG. 8B is a side view taken along the arrow A in FIG. 7A, and FIG.
As shown in the figure, the plug 20 is a plan view of a rectangular block 20a, and a washer 20b is fixed to the upper surface of the rectangular block 20a by welding.
A hole 20c having the same diameter as the hole diameter of b is provided so as to vertically penetrate so as to have the same central axis line. The block 20
The length M of the long side of a is shorter than the length L of the long hole 22 on the base plate 15 side, and the short side length of the block 20a is set to be slightly smaller than the width dimension of the long hole 22.
The height of the block 20a below the washer 20b is set to be substantially equal to the thickness (height) of the base plate 15.

Next, a method of mounting the horizontal force damping device 2 will be described with reference to FIGS. 8 to 11 together with a structural description of the aforementioned unexplained members.

As described above, the temporary support plate 24 is inserted under the base plate 15 at the lower end of the horizontal force damping device 2, and the base plate 15 is moved by a predetermined amount with respect to the position of the fitting 20 (the position of the anchor bolt 19). To the left (to the end of the girder)
The nut 21 is attached to the anchor bolt 19 in the displaced state. However, the nut 21 is not tightened. The amount by which the sole plate 11, the elastic support portion 5, and the base plate 15 are displaced is set in consideration of the contraction due to the strength development of the cast concrete 1a of the bridge girder 1 and the contraction of the girder when the prestress is introduced (Fig. 6, see FIG. 8).

Then, the sole plate 11 is used as a formwork for concrete, and after appropriately arranging the reinforcing bars, the sheath for PC steel, the PC steel and the like, the concrete 1a of the bridge girder 1 is placed. By hardening the concrete 1a, the upper steel plate 6 of the horizontal force damping device 2 is integrated with the concrete 1a of the bridge girder 1. At this time, the load of the concrete 1 a placed directly above the horizontal force buffering device 2 is applied to the horizontal force buffering device 2. The load of the concrete 1a other than directly above the horizontal force damping device is applied to the load supporting device 4
And is supported by temporary support.

Then, the temporary support plate 24 under the base plate 15 is pulled out by a jack (not shown). After that, when the PC steel material is tension-fixed and prestress is introduced into the bridge girder 1, the girder load is further applied to the support device 4 on the fulcrum side. Along with this, the load supporting devices 4 arranged on both sides of the horizontal force damping device 2 in the direction perpendicular to the bridge axis sink a little (for example, 3 to 5 mm) due to the compression deformation of the elastic layer, and at the same time, the load supporting device 4 at the lower end of the horizontal force damping device 2 The base plate 15 also sinks, but the amount of sinking (α) is allowed and absorbed due to the gap maintained by the plate thickness (S + α) of the temporary support plate 24. Thus, a predetermined residual gap S is secured between the lower surface of the base plate 15 and the pier 3 after the prestress is introduced (FIG. 9).
reference).

On the other hand, the elongated hole 22 of the base plate 15 integrated with the bridge girder 1 is relatively centered with respect to the anchor bolt 19 (bridge pier 3) by contraction and introduction of prestress due to the strength development of the cast concrete 1a. Although it is attempting to shift the position to the span side (to the right side), since it is arranged with the shift amount in mind beforehand, as shown in FIGS. 9 and 10, it is suspended and supported by the bridge girder 1, which is an upper structure. As a result of the displacement of the horizontal force damping device 2 that is present, the long hole 2 on the base plate 15 side
The fitting 20 on the side of the bridge pier 3 is located on the center side of 2.

Next, for example, in the gap regions formed on both the left and right sides of the insertion fitting 20, for example, in the gap regions of substantially equal length, steel spacers 25 as fillings (details will be described later) corresponding to the respective lengths are inserted and the gap regions are inserted. Fill in. The steel spacer 25 may be inserted after creep deformation of the girder after the introduction of prestress.

FIG. 11 shows the steel spacer 25. The figure (a) is a top view and (b) is a side view. Moreover, (c) is a C arrow view of (b). As shown,
The steel spacer 25 includes a block 25a having a length N having a chamfered end face which is chamfered in the longitudinal direction on one end face, and an elongated plate piece 25 extending parallel to the chamfered end face and welded to the upper surface.
b. The width W of the spacer 25 is the base plate 1
5 is set to be slightly smaller than the width of the long hole 22. The height of the block 25a is set equal to the thickness (height) of the base plate 15. Also, the plate piece 2
5b is arranged so as to project to both sides of the block 25a, and its length is set to be larger than the width dimension of the elongated hole 22, and is engaged with the upper surface of the base plate 15 on both sides of the elongated hole 22 to form the block. 25a is supported.

When the gap areas are filled, the length N of the spacer 25 is processed according to the length of each gap area, and the spacer 25 is dropped into each gap area (8 places). Next, the nut 21 of the anchor bolt 19 is fully tightened to complete the work of attaching the horizontal force damping device 2.

In this way, the mounting method corresponding to the displacement of the upper end of the horizontal force damping device 2 is obtained, and the horizontal force damping device 2 has the residual gap S between the base plate 15 at the lower end and the upper surface of the pier 3. As a result, the base plate 15 is not always loaded with the vertical load of the bridge girder 1 and at the same time, the base plate 15 is held on the bridge pier 3 by the anchor bolt 19, the insert fitting 20, the spacer 25 and the nut 21. The bridge girder 1 can be buffer-supported with respect to the lift force of 1. In this embodiment, the sole plate 11, the elastic supporting portion 5, and the base plate 15 are elastic supporting bodies.

[Second Embodiment] A second embodiment of the present invention will be described with reference to FIGS. 12-
FIG. 19 is an explanatory diagram showing a method of attaching the horizontal force absorbing elastic bearing device (hereinafter, abbreviated as horizontal force absorbing device 2) of the present embodiment.

In this embodiment, the method of attaching the base plate 15 is different from that of the first embodiment, and the other structures are the same. Therefore, only the differences will be described, and redundant description will be omitted.

Until the introduction of the prestress to the bridge girder 1 is completed, the base plate 15 including the elastic bearing portion 5 is suspended and moved as in the first embodiment, and then, as shown in FIGS. 12 and 13. In the state where the anchor bolt (anchor member) 19 is located substantially at the center of the long hole (connecting portion) 22 of the base plate (lower steel material) 15, one side of the bridge axial direction (on the right side in the figure, the center span side) Plug 20 (or anchor bolt 19) in the long hole 22 (2 places)
The hydraulic jacks 26 as the clearance area adjusting means are inserted and arranged in the clearance areas on the right side of FIG.

Then, as shown in FIG. 14, both hydraulic jacks 26 are uniformly extended by a predetermined amount. As a result, the elastic layer 8 is elastically shear-deformed, and the base plate 15 side of the lower end of the horizontal force buffering device 2 is displaced rightward (center span side) with respect to the position-fixed insertion metal fitting 20 and displaced. . In this way, the predetermined amount of preliminary shear deformation is applied to the horizontal force damping device 2.

Next, as shown in FIGS. 15 and 16, a spacer 25 (filling material) having a corresponding length is dropped into the clearance area on the right side long hole 22 (two places) on the opposite side of the hydraulic jack 26. Further, in the long holes 22 (two places) on the left side (girder end side) of the base plate 15, the spacers 25 of the corresponding lengths are dropped and filled in the gap regions on both the left and right sides of each of the fittings 20. As a result, the pre-shear deformation of the horizontal force damping device 2 is held by the spacer of the elongated hole 22 on the left side.

Then, as shown in FIG. 17, the hydraulic jack 2 inserted and arranged in the right side long hole 22 (two places).
Replace 6 with spacer 25. At this time, since the gap areas on both sides of the anchor bolt 19 in the left side long hole 22 (two places) are already filled, the movement of the base plate 15 does not eliminate the applied preliminary shear deformation. Further, the steel spacer 25 is also interposed in the gap area on the left side of the right and left elongated holes 22 so that the base plate 15
Fix the horizontal position so that does not move horizontally.

Then, as shown in FIGS. 18 and 19, due to the drying shrinkage and creep of the concrete 1a of the bridge girder 1 constructed, the upper end of the horizontal force damping device 2 on the side of the bridge girder 1 is on the right side (center span side). The pre-shear deformation once applied disappears and is fixed at the designed position. In addition, the spacer 25 that fills the gap area of each slot 22 is left as it is.

As described above, according to this embodiment, the preparatory shearing deformation is applied in anticipation of the positional displacement of the upper end of the horizontal force damping device 2, so that the mounting method corresponding to the positional displacement can be obtained.

20 and 21 show modified examples of the method of mounting the horizontal force damping device 2. In the method shown in FIG. 20, with respect to all the long holes 22 (4 places) of the base plate 15 in the first embodiment, the gap areas remaining on both sides of the fitting 20 are filled with the spacers 25 (FIGS. 9 and 10). Instead, the hydraulic jacks 26 are inserted and arranged so as to face each other, and the hydraulic chambers of both hydraulic jacks 26 are communicated by a communication pipe 27. As a result, when one of the two hydraulic jacks 26 is compressed, the other one is expanded, so that the gap area can be always filled without backlash. It is also possible to interpose a telescopic spacer such as the two hydraulic jacks 26.

Further, in the method shown in FIG. 21, all the long holes 22 of the base plate 15 in the second embodiment are used.
As for (4 places), instead of the method of filling the gap areas on both sides of the insertion fitting 20 with the spacers 25 (FIG. 19), the hydraulic jacks 26 are inserted into the gap areas on both sides of the insertion fitting 20 in each slot 22 so as to face each other. At the same time, the hydraulic chambers of both hydraulic jacks 26 are communicated with each other by a communication pipe 27. As a result, when one of the two hydraulic jacks 26 is compressed, the other one is expanded, so that the gap area can be always filled without backlash.

In the above-described embodiment, the upper steel plate 6 and the sole plate 11 are separate members, and the lower steel plate 9 and the base plate 15 are separate members. However, in the case of carrying out the present invention, an elastic bearing member is used. The upper steel plate 6 and the sole plate 11 may be integrally formed, or the lower steel plate 9 and the base plate 15 may be integrally formed.

[0046]

As is apparent from the above description, according to the present invention, the lower end connected to the lower structure is utilized while utilizing the simple method of suspending and moving the elastic support together with the contraction deformation of the upper structure. A gap area is provided between the long hole and the anchor member on the lower structure side in the connecting portion of the steel plate so that the positional deviation after the construction of the upper structure is absorbed by the gap area, or the gap area is used in advance to estimate the positional deviation. Since the lower-end steel plate can be displaced by the amount of deviation, a mounting method that corresponds to the positional deviation after the superstructure is built becomes possible.

[Brief description of drawings]

FIG. 1 is a cross-sectional view in the direction perpendicular to the bridge axis showing an example in which the horizontal force damping device of the first embodiment of the present invention is applied together with a vertical load support device between a pier and a bridge girder.

FIG. 2 is an enlarged cross-sectional view of the first embodiment in a direction perpendicular to the bridge axis.

FIG. 3 is an enlarged sectional view in the bridge axis direction of the first embodiment.

FIG. 4A is a cross-sectional view of the elastic bearing portion according to the first embodiment, and FIG. 4B is a plan view of looking up.

5A is a plan view of the base plate of the first embodiment, FIG. 5B is a sectional view taken along line AA of FIG. 5A, and FIG.
FIG. 6 is a sectional view taken along line BB of FIG.

FIG. 6 is a cross-sectional explanatory view showing a state in which a temporary support member is inserted under the base plate of the first embodiment.

FIG. 7A is a plan view of the insertion fitting of the first embodiment,
(B) is a view on arrow A of (a), and (c) is a view on arrow B of (a).

FIG. 8 is a cross-sectional explanatory view showing a state in which the base plate of the first embodiment is previously displaced and temporarily tightened.

FIG. 9 is a cross-sectional explanatory view showing a state after the bridge girder of the first embodiment is displaced.

FIG. 10 is an explanatory plan view showing a state of the base plate after the bridge girder of the first embodiment is displaced.

FIG. 11A is a plan view of the spacer according to the first embodiment,
(B) is a side view, (c) is a C arrow view of (b).

FIG. 12 is an explanatory cross-sectional view showing a state in which a hydraulic jack is inserted in a gap area according to the second embodiment of the present invention.

FIG. 13 is an explanatory plan view showing a state of a base plate in which a hydraulic jack is inserted in a clearance area of the second embodiment.

FIG. 14 is a cross-sectional explanatory view showing a state in which preliminary shear deformation of the second embodiment is applied.

FIG. 15 is a cross-sectional explanatory view showing a state in which a gap region of the other side long hole is filled with a spacer after the preliminary shear deformation of the second embodiment is applied.

FIG. 16 is an explanatory plan view showing a state in which the gap region of the other side long hole and the gap region on the opposite side of the hydraulic jack are filled with spacers after the preliminary shear deformation of the second embodiment is applied.

FIG. 17 is a cross-sectional explanatory view showing a state in which the gap region of the other side long hole and the gap region on the opposite side of the hydraulic jack are filled with spacers after the preliminary shear deformation of the second embodiment is applied.

FIG. 18 is a cross-sectional explanatory view showing a state after displacement of the bridge girder in the second embodiment.

FIG. 19 is an explanatory plan view showing a state after displacement of the bridge girder in the second embodiment.

FIG. 20 is a plan view illustrating another method of filling the gap area according to the first embodiment.

FIG. 21 is an explanatory plan view showing another method of filling the gap area in the second embodiment.

FIG. 22 is an explanatory diagram of a conventional example.

[Explanation of symbols]

1 bridge girder 1a concrete 2 Horizontal force buffer 3 piers 3a, 16 recess 3b Non-shrink mortar 4 load supporting device 5 Elastic bearing 6 Upper steel plate (upper steel) 7 Reinforced steel plate 8 elastic layer 9 Lower steel plate 10,14 Convex part 10a Male screw part 10b Shaft 11 sole plate 12 ring nut 13 anchor bar 13a wire 15 Base plate (bottom steel) 17 screw holes 18 Fixing bolt 19 Anchor bolt (anchor member) 20 Plug fittings 20a, 25a blocks 20b washer 20c hole 21 nuts 22 long hole 23 bolt holes 24 Temporary support plate 25 Spacers (filling) 25b piece 26 Hydraulic jack (gap area adjusting means) 27 communication pipe 30 bridge girder 30a concrete 31 piers 32a elastic layer 33 Horizontal force buffer 33a base plate 34 PC cable 35 Temporary support member

Claims (4)

[Claims] 1. A lower structure such as a bridge pier or an abutment in which an upper end steel material of an elastic support is fixed to an upper structure such as a concrete bridge girder, and the lower end steel material of the elastic support suspended from the upper structure is fixed. In connection with the construction of the upper structure, a gap area is provided between a long hole provided in the lower end steel material and extending in the bridge axis direction and an anchor member standing upright in the lower structure and protruding into the long hole. In addition to allowing the displacement of the lower end steel material, while suspending and supporting the upper structure together with the shortening deformation movement of the upper structure, the elastic support is suspended and moved together with the shortening deformation of the upper structure, and after the displacement. A method for mounting a horizontal force damping device for a structure, characterized in that the gap area is filled with padding and connected. 2. An upper end steel material of an elastic support is fixed to an upper structure such as a concrete bridge girder, and a lower end steel material of the elastic support suspended from the upper structure is attached to a lower structure such as a bridge pier or abutment. At the time of connecting with a vertical gap in, a gap area is provided between a long hole provided in the lower end steel material and extending in the bridge axis direction and an anchor member standingly provided in the lower structure and protruding into the long hole, By the gap area adjusting means arranged in the gap area, the elastic layer of the elastic support body is subjected to shearing force deformation by the estimated displacement amount of the upper structure due to the construction, and the lower end steel material is displaced in advance with respect to the lower structure. At the same time, the elastic support is hung and moved along with the shortened deformation of the upper structure while being suspended and supported by the upper structure with the shortened movement of the upper structure,
A method for mounting a horizontal force damping device for a structure, characterized in that the shear deformation is eliminated, and the gap area after the displacement is filled with a padding and connected. 3. The method for mounting a horizontal force damping device for a structure according to claim 2, wherein the gap area adjusting means is a hydraulic jack. 4. An upper end steel member arranged between an upper structure such as a concrete bridge girder and a lower structure such as a bridge pier or abutment and fixed to the upper structure, and an intermediate portion integrated with the upper end steel member. Elastic layer and a lower end steel material having a connecting portion that is fixed to the elastic layer and that is connected to the lower structure in a suspended state with a vertical gap between the lower structure and the lower structure. , A long hole extending in the bridge axis direction, a plug fitting that is externally inserted on the head of an anchor member that is erected on the lower structure, and a padding that fills a gap area formed between the plug fitting and the long hole. A structure for mounting a horizontal force damping device for a structure, which is characterized in that