JP2017106608A - Earthquake-proof damper device and structure having earthquake-proof damper device - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an earthquake-proof damper device in which a shearing member can exhibit a sufficient earthquake-energy absorption capacity even if the earthquake-proof damper device is employed in a region in which relative displacement becomes large, and a structure having the earthquake-proof damper device.SOLUTION: An earthquake-proof damper device has: a first fixed plate; a second fixed plate; a cylindrical first shearing pipe; a cylindrical second shearing pipe; and a first connecting part for connecting the first shearing pipe and the second shearing pipe to each other. The first fixed plate and one end side of the first shearing pipe are connected to each other, the other end side of the first shearing pipe and the first connecting part are connected to each other, the first connecting part and one end side of the second shearing pipe are connected to each other, and the other end side of the second shearing pipe and the second fixed plate are connected to each other.SELECTED DRAWING: Figure 2

Description

  The present invention relates to a structure damping damper device and a structure having the damping damper device, which is incorporated in a building structure or a civil engineering structure and absorbs earthquake energy, and a damping damper device. The present invention relates to a structure having a seismic damper device.

For example, in the case of a bridge structure, the seismic load acting on the superstructure is considered as the design load of the pier and foundation, and the structure of the pier and foundation is determined so as to be sufficiently safe against this.
However, when designing in consideration of the earthquake load caused by a large earthquake, in order to withstand a very large earthquake load, the piers and foundations become large-scale, requiring a large construction cost and a long construction period. In addition, there is a limit to the range that can be occupied by bridge piers and foundations in places close to rivers and roads, and there are cases where an appropriate structural design cannot be made against a strong earthquake load.
In addition, when retrofitting existing bridges, considering the load of a large earthquake as a design load, existing bridge piers and foundations need to be retrofitted on a large scale, and seismic reinforcement may be difficult.
In order to cope with such seismic load, a method of reducing the seismic load acting on the bridge pier by incorporating a damping damper device with a shearing member interposed between the bridge superstructure and the pier is known ( For example, see Patent Document 1).

Japanese Patent Laying-Open No. 2015-94075

If such a damping damper device with a shearing member is used in a part where the relative displacement during an earthquake is large, for example, between the bridge superstructure and the pier, the shearing member cannot follow the displacement and becomes plastic. Exceeds the limit of deformability. Then, the shearing member is broken or buckled, and the resistance to the seismic force is not exhibited, and the seismic energy absorbing ability is lowered.
The present invention has been made to solve such a problem, and even if the damping damper device is employed in a portion where the relative displacement is large, the shearing member can exhibit a sufficient seismic energy absorption capability. It is an object of the present invention to provide a seismic damper device that can be used, and a structure including the seismic damper device.

The damping damper device according to the present invention includes a first fixed plate, a second fixed plate, a cylindrical first shear tube, a cylindrical second shear tube, the first shear tube, and the second shear plate. A first connection part for connecting a pipe, the first fixing plate and one end side of the first shear pipe are connected, and the other end side of the first shear pipe and the first connection part Are connected, the first connection portion is connected to one end side of the second shear tube, and the other end side of the second shear tube is connected to the second fixing plate.
Further, a structure according to the present invention includes the above-described vibration damper device, wherein the first fixing plate is attached to the first structure, and the second fixing plate is attached to the second structure. Is.

  According to the seismic damper device and the structure having the seismic damper device according to the present invention, the plurality of shearing members can be displaced in the horizontal direction even if they are employed between the parts where the relative displacement becomes large during an earthquake. By responding, it can demonstrate its ability to absorb seismic energy.

It is a side view explaining the damping damper device concerning a 1st embodiment. 1 is a vertical sectional view of a vibration damper device according to Embodiment 1. FIG. It is AA sectional drawing in FIG. 2 of the damping damper apparatus which concerns on Embodiment 1. FIG. It is BB sectional drawing in FIG. 2 of the damping damper apparatus which concerns on Embodiment 1. FIG. It is CC sectional drawing in FIG. 2 of the damping damper apparatus which concerns on Embodiment 1. FIG. FIG. 3 is a vertical cross-sectional view when a horizontal external force is applied to the vibration damping damper device according to Embodiment 1. It is a figure explaining the relationship between the shearing force and deformation amount which act on the damping damper apparatus which concerns on Embodiment 1. FIG. It is a Y direction vertical sectional view (BB section of Drawing 10) of a damping damper device concerning a 2nd embodiment. It is a X direction vertical sectional view (CC cross section of FIG. 10) of the vibration damper device according to the second embodiment. It is a Z direction horizontal sectional view (AA section of Drawing 8) of a damping damper device concerning a 2nd embodiment. It is a Y direction vertical cross section (BB cross section of FIG. 10) when the horizontal external force of a X direction is added from the one side of the damping damper apparatus which concerns on Embodiment 2. FIG. It is a Y direction vertical sectional view (BB section of Drawing 10) when a horizontal external force of a X direction is applied from the other side of a damping damper device concerning Embodiment 2. It is the figure explaining the relationship between the horizontal external force of the X direction which acts on the damping damper apparatus which concerns on Embodiment 2, and a horizontal displacement. It is a X direction vertical sectional view (CC cross section of FIG. 10) when a horizontal external force in the Y direction is applied from one side of the vibration damping damper device according to the second embodiment. It is an X direction vertical sectional view (CC cross section of FIG. 10) when a horizontal external force in the Y direction is applied from the other side of the vibration damping damper device according to Embodiment 2. It is the figure explaining the relationship between the horizontal external force of the Y direction which acts on the damping damper apparatus which concerns on Embodiment 2, and a horizontal displacement. It is BB sectional drawing in FIG. 18 of the damping damper apparatus which concerns on Embodiment 3. FIG. It is AA sectional drawing in FIG. 17 of the damping damper apparatus which concerns on Embodiment 3. FIG. It is the figure explaining the relationship between the shear force which acts on the damping damper device concerning Embodiment 3, and a deformation amount. FIG. 10 is a plan view of a vibration control damper device according to a fourth embodiment. FIG. 10 is a side view of a vibration damper device according to a fourth embodiment. The side view at the time of deforming by applying a horizontal external force to the damping damper device concerning Embodiment 4. FIG. FIG. 10 is a plan view showing a modification of the vibration control damper device according to the fourth embodiment. FIG. 10 is a plan view showing a modification of the vibration control damper device according to the fourth embodiment. FIG. 10 is a plan view showing a modification of the vibration control damper device according to the fourth embodiment. FIG. 10 is a plan view showing a fourth modification of the vibration damping damper device according to the fourth embodiment. FIG. 10 is a side view showing a fourth modification of the vibration damping damper device according to the fourth embodiment. It is a side view at the time of deform | transforming by applying a horizontal external force to the modification 4 of the damping damper apparatus which concerns on Embodiment 4. FIG. It is a Y direction vertical sectional view (BB section of Drawing 30) of a damping damper device concerning a 5th embodiment. FIG. 29 is a vertical sectional view in the X direction of the vibration damping damper device according to Embodiment 5 (cross section AA in FIG. 29). It is a Y direction vertical sectional view (BB section of Drawing 32) when a horizontal external force of the X direction is applied from one side of a damping damper device concerning Embodiment 5. It is a Z direction horizontal sectional view (AA section of Drawing 31) of a damping damper device concerning a 5th embodiment. It is a Y direction vertical sectional view (BB section of Drawing 34) when a horizontal external force of a X direction is applied from the other side of a damping damper device concerning a 5th embodiment. It is a Z direction horizontal sectional view (AA cross section of FIG. 33) of the damping damper apparatus which concerns on Embodiment 5. FIG.

Hereinafter, a bridge will be described as an example of an adopted part of the vibration damper device according to the first to fourth embodiments.
[Embodiment 1]
<Configuration of seismic damper device>
FIG. 1 is a side view for explaining a vibration damping damper device according to the first embodiment.
FIG. 2 is a vertical sectional view of the vibration damping damper device according to the first embodiment.
FIG. 3 is a cross-sectional view taken along the line AA in FIG. 2 of the vibration damping damper device according to the first embodiment.
4 is a cross-sectional view of the seismic damper device according to Embodiment 1 taken along the line BB in FIG.
5 is a cross-sectional view taken along the line CC of FIG. 2 of the vibration damping damper device according to the first embodiment.

In FIG. 1, a damping damper device 10 and a support 20 are incorporated between a bridge pier 1 that is a lower structure of a bridge and an upper work 2 that is an upper structure.
The pier 1 is made of, for example, a columnar reinforced concrete, and its upper surface is formed as a horizontal plane. The superstructure 2 is, for example, a main girder passed in the horizontal direction of the bridge, and is a structural member made of reinforced concrete or steel frame.
For convenience of the following description, the longitudinal direction of the bridge (superstructure 2) is the X direction, the width direction of the bridge (superstructure 2) is the Y direction, and the vertical direction of the pier 1 is the Z direction, and the XY plane is a horizontal plane. Is parallel to

  The vibration damping damper device 10 includes a first fixed plate 11 installed on the upper surface of the pier 1 and a reaction force member 12 attached to the lower surface of the superstructure 2. As shown in FIG. 5, the first fixed plate 11 is, for example, a square steel plate material. Further, as shown in FIG. 3, the reaction force member 12 is formed, for example, as a steel member having a rectangular recess 12a at the center.

As shown in FIG. 3, the vibration damping damper device 10 includes a second fixing plate 13 that is accommodated in the recess 12 a of the reaction force member 12. The second fixed plate 13 is configured as, for example, a rectangular steel plate member whose both end portions abut against the inner peripheral surface of the recess 12 a of the reaction force member 12.
Between the second fixed plate 13 and the first fixed plate 11, the cylindrical first shear tube 14, second shear tube 15, and third shear tube 16 are coaxially arranged so that the center axes of the respective shear tubes are coaxial. They are arranged so as to overlap. The first shear tube 14, the second shear tube 15, and the third shear tube 16 are made of, for example, a steel pipe.

The first shear tube 14 is the thinnest of the three shear tubes, and the upper end is fixed to the second fixing plate 13 by welding or the like. The lower end of the first shear tube 14 is fixed to a disc-shaped first connection plate 17 (corresponding to the first connection portion of the present invention) by welding or the like.
A second shear tube 15 is disposed on the outer peripheral side of the first shear tube 14. The inner diameter of the second shear tube 15 is configured to be larger than the outer diameter of the first shear tube 14. The lower end of the second shear tube 15 is fixed to the first connection plate 17 by welding or the like. The upper end of the second shear tube 15 is fixed to a ring-shaped second connection plate 18 (corresponding to the second connection portion of the present invention) by welding or the like.

  A third shear tube 16 is arranged on the outer peripheral side of the second shear tube 15. The inner diameter of the third shear tube 16 is configured to be larger than the outer diameter of the second shear tube 15. The lower end of the third shear tube 16 is fixed to the first fixing plate 11 by welding or the like. The upper end of the third shear tube 16 is fixed to the second connection plate 18 by welding or the like.

  As described above, the vibration damping damper device 10 according to the first embodiment includes the first shear pipe 14, the second shear pipe 15, and the first outer pipe having different outer diameters between the second fixed plate 13 and the first fixed plate 11. The three shear pipes 16 are arranged so that the central axes of the respective shear pipes are coaxial with each other, and the respective end portions of the respective shear pipes are sequentially connected using the first connection plate 17 and the second connection plate 18. Yes.

  The support 20 supports the upper work 2 so as to be movable with respect to the pier 1, and includes a lower support plate 20 a fixed to the upper surface of the pier 1 and an upper support plate 20 b installed on the lower surface of the upper work 2. And a support ball 20c sandwiched between the lower support plate 20a and the upper support plate 20b. At this time, since the supporting sphere 20c is a sphere, it can rotate in any direction, so that the superstructure 2 supports the pier 1 so that it can move in any direction in the horizontal plane. Has been.

<Action>
The deformation state when the seismic force is applied to the damping damper device 10 according to the first embodiment will be described with reference to FIGS.
FIG. 6 is a vertical cross-sectional view when a horizontal external force F1 is applied to the vibration damping damper device according to the first embodiment.
When a horizontal external force is applied to the damping damper device 10 according to the first embodiment, relative displacement in the horizontal direction occurs between the pier 1 and the superstructure 2. At this time, the first damping pipe 14, the second shearing pipe 15, and the third shearing pipe 16 of the vibration damping damper device 10 are subjected to shear deformation in different directions in order.

  As shown in FIG. 6, when the horizontal external force F1 acts on the pier 1 on the left side in the drawing, the same shearing force F2 as F1 acts on the third shear tube 16 as a reaction force. This shearing force F2 acts as the same shearing force F2 on the second shearing tube 15 via the second connection plate 18. Further, this shear force F2 acts on the first shear tube 14 as the same shear force F2 via the first connection plate 17. And it is transmitted to the 2nd fixing plate 13 from the 1st shear pipe 14, and acts on the reaction force member 12 of the superstructure 2 as the reaction force F3 same as the shear force F2.

The relationship between the shear force acting on the first shear tube 14, the second shear tube 15, and the third shear tube 16 and the amount of horizontal deformation will be described with reference to FIGS.
FIG. 7 is a diagram for explaining the relationship between the shear force acting on the seismic damper device according to the first embodiment and the amount of deformation.
The X axis indicates the horizontal displacement, and the Y axis indicates the horizontal external force F1.
First, the deformation of each of the first shear tube 14, the second shear tube 15, and the third shear tube 16 will be described.

A line a in FIG. 7 indicates the displacement d1 when the horizontal external force F1 is applied only to the first shear tube 14. Elastic deformation proportional to the horizontal external force F1 occurs from zero displacement, and thereafter, the horizontal external force F1 shifts to plastic deformation that becomes constant when the horizontal external force F1 = f1.
Similarly, the line b indicates the displacement d2 when the horizontal external force F1 is applied only to the second shear tube 15, and the line c indicates the displacement d3 when the horizontal external force F1 is applied only to the third shear tube 16. ing. Similarly to the line a, the lines b and c undergo elastic deformation proportional to the horizontal external force F1 from zero displacement, and then the plastic deformation in which the horizontal external force F1 becomes constant when the horizontal external force F1 = f2 and f3. Respectively.

Next, a modification of the vibration damping damper device 10 according to the first embodiment will be described with reference to FIG.
When the horizontal external force F1 acts on the pier 1, the first shear tube 14, the second shear tube 15 and the third shear tube 16 are elastically deformed, and the deformation proceeds in proportion to the horizontal external force F1 as in the line A. . Next, when the horizontal external force F1 = f1, the first shear tube 14 shifts to plastic deformation. Therefore, as in the line B, the horizontal external force F1 = f1 and the deformation proceeds.
When the plastic deformation of the first shear tube 14 is completed, the second shear tube 15 and the third shear tube 16 are elastically deformed into a line C. When the horizontal external force F1 = f2, the second shear tube 15 shifts to plastic deformation. Accordingly, the horizontal external force F1 = f2 as in the line D and the deformation proceeds.

When the plastic deformation of the second shear pipe 15 is completed, the third shear pipe 16 becomes a line E where the elastic deformation is performed. When the horizontal external force F1 = f3, the third shear tube 16 shifts to plastic deformation. Therefore, the horizontal external force F1 = f3 as in the line F and the deformation proceeds.
Therefore, as shown in FIGS. 6 and 7, the final horizontal displacement is such that when the horizontal external force F1 = f3, the displacement d1 of the first shear tube 14, the displacement d2 of the second shear tube 15, The displacement d3 of the third shear tube 16 is summed to obtain a total displacement δ = d1 + d2 + d3.

<Effect>
Even if the seismic damper device 10 according to the first embodiment is employed between the bridge pier 1 and the superstructure 2 in which the relative displacement increases during an earthquake, for example, the plurality of shear members can cope with a large horizontal displacement. In this way, the ability to absorb seismic energy can be demonstrated. That is, since the end portions of the first shear tube 14, the second shear tube 15, and the third shear tube 16 are connected in series with respect to the displacement by the connecting member, the displacement is allowed to the total dimension of the shear deformation amount of each shear tube. It becomes possible to do.
Further, since a long shearing member is not employed to cope with a large displacement, a compact vibration damper device can be provided, and a narrow installation place can be accommodated.

Furthermore, the vibration damper device 10 can exhibit a vibration damping function with respect to an earthquake load acting in an arbitrary direction regardless of the direction of the earthquake load. In addition, since the structure is simple, for example, even when incorporated in a bridge exposed to dust, fallen leaves, rust, etc., maintenance (maintenance inspection) is easy, and a stable vibration control function can be demonstrated over the long term. .
In the example of the first embodiment, the first shear tube 14, the second shear tube 15, and the third shear tube 16 are configured as a shear member. However, the configuration may be such that a plurality of steel tubes or the like are stacked. For example, it is possible to exert the same effect as this example.

[Embodiment 2]
<Configuration of seismic damper device>
FIG. 8 is a vertical cross-sectional view in the Y direction (cross section BB in FIG. 10) of the vibration damping damper device according to the second embodiment.
FIG. 9 is a vertical cross-sectional view in the X direction (CC cross section in FIG. 10) of the vibration damper device according to the second embodiment.
FIG. 10 is a Z-direction horizontal cross-sectional view (cross-section A-A in FIG. 9) of the vibration damping damper device according to the second embodiment.

In the second embodiment, as in the first embodiment, the damping damper device 30 and the support 20 are incorporated between the bridge pier 1 that is the lower structure of the bridge and the upper work 2 that is the upper structure. ing.
For convenience of the following description, the longitudinal direction of the bridge (superstructure 2) is the X direction, the width direction of the bridge (superstructure 2) is the Y direction, and the vertical direction of the pier 1 is the Z direction, and the XY plane is a horizontal plane. Is parallel to

  The damping damper device 30 includes a first fixing plate 31 installed on the upper surface of the pier 1 and a pair of reaction force members 32 attached to the lower surface of the upper work 2. The first fixed plate 31 is, for example, a rectangular steel plate material. Further, as shown in FIG. 8-10, the reaction force member 32 is formed, for example, as a rectangular parallelepiped steel member having a rectangular recess 32a on one surface.

As shown in FIG. 8, the vibration damper device 30 includes a second fixing plate 33 that is accommodated in the recess 32 a of the reaction force member 32. The second fixed plate 33 is configured as, for example, a rectangular steel plate member that comes into contact with the inner peripheral surface of the recess 32a. In addition, a gap 32b in which the second fixing plate 33 can slide is formed between the second fixing plate 33 and the recess 32a of the reaction force member 32 in the X direction. The dimension of the gap 32b in the X direction can be about 20 mm, for example. The reason for providing the gap 32b is that it is necessary as a relief to absorb the thermal expansion of the steel material in the longitudinal direction of the bridge (upper work 2).
Between the second fixed plate 33 and the first fixed plate 31, a cylindrical first shear tube 34 and a second shear tube 35 are arranged in parallel with their outer peripheral surfaces facing each other. That is, the first shear tube 34 and the second shear tube 35 are arranged side by side with their central axes spaced apart in parallel. The 1st shear pipe 34 and the 2nd shear pipe 35 are formed, for example with the steel pipe.

The lower end of the first shear tube 34 is fixed to the upper surface of the first fixing plate 31 by, for example, welding. The upper end of the first shear tube 34 is fixed to the rectangular first connection plate 37 by, for example, welding.
The upper end of the second shear pipe 35 is fixed to the lower surface of the second fixing plate 33 by, for example, welding. The lower end of the second shear pipe 35 is fixed to the rectangular second connection plate 38 by welding, for example.
The first connection plate 37 and the second connection plate 38 are fixed to a pair of third connection plates 39 arranged in parallel to the vertical direction, for example, by welding.
In addition, the structure which the 1st connection board 37, the 2nd connection board 38, and the 3rd connection board were united is made into the 1st connection part of this invention.

  As described above, the vibration damping damper device 30 according to the second embodiment connects the first shear pipe 34 and the second shear pipe 35 between the second fixed plate 33 and the first fixed plate 31 to the first connection. It arrange | positions through the board 37, the 2nd connection board 38, the 3rd connection board 39, and (1st connection part of this invention).

<Action>
A deformation state when the seismic force in the longitudinal direction (X direction) of the bridge is applied to the damping damper device 30 according to the second embodiment will be described with reference to FIGS.
FIG. 11 is a Y direction vertical sectional view (BB cross section in FIG. 10) when a horizontal external force in the X direction is applied from one side of the vibration damping damper device according to the second embodiment.
FIG. 12 is a vertical sectional view in the Y direction when a horizontal external force in the X direction is applied from the other side of the vibration damping damper device according to Embodiment 2 (BB cross section in FIG. 10).
FIG. 13 is a diagram for explaining the relationship between the horizontal external force in the X direction and the horizontal displacement acting on the vibration damping damper device according to the second embodiment.

When a horizontal external force in the X direction is applied to the vibration damping damper device 30 according to the second embodiment, a relative displacement in the horizontal direction occurs between the pier 1 and the superstructure 2. At this time, the first shear tube 34 and the second shear tube 35 of the vibration damping damper device 30 are shear-deformed in the same direction.
As shown in FIG. 11, when a horizontal external force F1 acts on the pier 1 on the left side in the drawing, the same shearing force F2 as F1 acts on the first shear tube 34 as a reaction force. This shear force F2 acts on the second shear pipe 35 as the same shear force F2 through the first connection plate 37, the third connection plate 39, and the second connection plate 38 in this order. And it is transmitted to the 2nd fixing plate 33 from the 2nd shear pipe 35, and acts on the reaction force member 32 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

  Next, as shown in FIG. 12, when a horizontal external force F1 acts on the pier 1 from the opposite side to the right side of the drawing on the paper surface as in FIG. The same shearing force F2 is applied. This shear force F2 acts on the second shear pipe 35 as the same shear force F2 through the first connection plate 37, the third connection plate 39, and the second connection plate 38 in this order. And it is transmitted to the 2nd fixing plate 33 from the 2nd shear pipe 35, and acts on the reaction force member 32 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

At this time, the relationship between the shear force acting on the first shear tube 34 and the second shear tube 35 and the displacement in the horizontal direction will be described with reference to FIG.
FIG. 13 is a diagram for explaining the relationship between the horizontal external force in the X direction and the horizontal displacement acting on the vibration damping damper device according to the second embodiment.
The X axis indicates the horizontal displacement, and the Y axis indicates the horizontal external force F1.

An example in which a horizontal external force F1 = 200 kN in the longitudinal direction (X direction) of the bridge is applied to the pier 1 will be described.
When a horizontal external force F1 = 200 kN is applied to the pier 1, the vibration damper device 30 moves from the origin in a gap 32b (for example, 20 mm) of the recess 32a and horizontally to the point a. The shearing force generated at this time is zero.

  Next, when the second fixing plate 33 comes into contact with the one reaction force member 32 at the point a, the shearing force rises, and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at point b, plastic deformation proceeds until point c. In addition, in the point c, it is a deformation | transformation shape of the damping control apparatus 30 shown in FIG. At point c, the displacement from the origin is 60 mm, for example, and the breakdown is 20 mm in the gap 32b as the initial slide amount, the sum of the elastic deformation and plastic deformation of the first shear tube 34 is 20 mm, and the second shear tube The sum of 35 elastic deformation and plastic deformation is 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point c, the first shear tube 34 and the second shear tube 35 start elastic deformation, and the shape is recovered to the point d. From the point d to the point e, the slider moves horizontally within the gap 32b by a slide amount of 40 mm (the length of the gap 32b is 20 mm × 2 locations).
Next, when the second fixing plate 33 comes into contact with the other reaction force member 32 at the point e, the shearing force rises, and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at the point f, plastic deformation proceeds until the point g. In addition, in the point g, it is the deformation | transformation shape of the damping damper apparatus 30 shown in FIG. At the point g, the displacement from the origin is, for example, 60 mm, the breakdown is 20 mm in the gap 32b, the sum of the elastic deformation and the plastic deformation of the first shear tube 34 is 20 mm, and the elastic deformation of the second shear tube 35 And the plastic deformation is 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point g, the first shear tube 34 and the second shear tube 35 start elastic deformation, and the shape is recovered to the point h. From point h to point i, the gap 32b is horizontally moved by a slide amount of 40 mm (the length of the gap 32b is 20 mm × 2 locations). When the second fixed plate 33 comes into contact with the one reaction force member 32 again at the point i, the shearing force rises, and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at point j, plastic deformation proceeds until point c.
The vibration control damper device 30 according to the second embodiment repeats such a deformation cycle and absorbs the amplitude (earthquake energy) in the longitudinal direction (X direction) of the bridge.

Next, an example in which a horizontal external force F1 = 400 kN in the longitudinal direction (X direction) of the bridge is applied to the pier 1 will be described.
In this case as well, a cycle similar to that of the example in which the horizontal external force F1 = 200 kN is drawn, but the shearing force and the displacement acting on the damping damper device 30 increase compared to the case where the horizontal external force F1 = 200 kN. That is, the first shear pipe 34 and the second shear pipe in the order of point c ′ → point d ′ → point e ′ → point f ′ → point g ′ → point h ′ → point i ′ → point j ′ → point c ′. 35 repeats elastic deformation and plastic deformation, and absorbs the amplitude (earthquake energy) in the longitudinal direction (X direction) of the bridge.

Next, the deformation state when the seismic force in the short direction (Y direction) of the bridge is applied to the damping damper device 30 according to the second embodiment will be described with reference to FIGS.
FIG. 14 is an X-direction vertical sectional view (CC cross-section in FIG. 10) when a horizontal external force in the Y direction is applied from one side of the vibration damping damper device according to the second embodiment.
15 is a vertical cross-sectional view in the X direction when a horizontal external force in the Y direction is applied from the other side of the vibration damping damper device according to Embodiment 2 (CC cross section in FIG. 10).
FIG. 16 is a diagram for explaining the relationship between the horizontal external force in the Y direction and the horizontal displacement acting on the vibration damping damper device according to the second embodiment.

When a horizontal external force in the Y direction is applied to the vibration damping damper device 30 according to the second embodiment, a relative displacement in the horizontal direction occurs between the pier 1 and the superstructure 2. At this time, the first shear tube 34 and the second shear tube 35 of the vibration damping damper device 30 are shear-deformed in the same direction.
As shown in FIG. 14, when a horizontal external force F1 acts on the pier 1 on the left side in the drawing, the same shearing force F2 as F1 acts on the first shear tube 34 as a reaction force. This shear force F2 acts on the second shear pipe 35 as the same shear force F2 through the first connection plate 37, the third connection plate 39, and the second connection plate 38 in this order. And it is transmitted to the 2nd fixing plate 33 from the 2nd shear pipe 35, and acts on the reaction force member 32 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

  Next, as shown in FIG. 15, when a horizontal external force F1 acts on the pier 1 from the opposite side of FIG. 14 to the right side on the paper surface, the reaction force F1 acts on the first shear pipe 34 as in FIG. The same shearing force F2 is applied. This shear force F2 acts on the second shear pipe 35 as the same shear force F2 through the first connection plate 37, the third connection plate 39, and the second connection plate 38 in this order. And it is transmitted to the 2nd fixing plate 33 from the 2nd shear pipe 35, and acts on the reaction force member 32 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

At this time, the relationship between the shear force acting on the first shear tube 34 and the second shear tube 35 and the displacement in the horizontal direction will be described with reference to FIG.
FIG. 16 is a diagram for explaining the relationship between the horizontal external force in the Y direction and the horizontal displacement acting on the vibration damping damper device according to the second embodiment.
The X axis indicates the horizontal displacement, and the Y axis indicates the horizontal external force F1.

An example in which a horizontal external force F1 = 200 kN in the short direction (Y direction) of the bridge is applied to the pier 1 will be described.
When a horizontal external force F1 = 200 kN is applied to the pier 1, the second damper plate 33 contacts the one reaction force member 32 at the origin of the vibration damping damper device 30. Then, a shearing force rises and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at point a, plastic deformation proceeds until point b. In addition, in the point b, it is the deformation | transformation shape of the damping control apparatus 30 shown in FIG. At the point b, the displacement from the origin is 40 mm, for example, and the breakdown is 20 mm as the sum of the elastic deformation and plastic deformation of the first shear tube 34, and the elastic deformation and plastic deformation of the second shear tube 35. Is 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point b, the first shear tube 34 and the second shear tube 35 start elastic deformation, and the shape is recovered to the point c.
Next, when the second fixing plate 33 comes into contact with the other reaction force member 32 at the point c, the shearing force rises, and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at the point d, plastic deformation proceeds until the point e. In addition, in the point e, it is the deformation | transformation shape of the damping damper apparatus 30 shown in FIG. At the point e, the displacement from the origin is, for example, 40 mm. The displacement is broken down into the sum of the elastic deformation and the plastic deformation of the first shear tube 34 being 20 mm, and the elastic deformation and the plastic deformation of the second shear tube 35. Is 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point e, the first shear tube 34 and the second shear tube 35 start elastic deformation, and the shape is recovered to the point f. When the second fixing plate 33 comes into contact with the one reaction force member 32 again at the point f, the shearing force rises, and the first shear tube 34 and the second shear tube 35 start elastic deformation. When the shear force reaches 200 kN at point g, plastic deformation proceeds until point b.
The damping damper device 30 according to the second embodiment repeats such a deformation cycle and absorbs the amplitude (earthquake energy) in the short direction (Y direction) of the bridge.

Next, an example in which a horizontal external force F1 = 400 kN in the short direction (Y direction) of the bridge acts on the pier 1 will be described.
In this case as well, a cycle similar to that of the example in which the horizontal external force F1 = 200 kN is drawn, but the shearing force and the displacement acting on the damping damper device 30 increase compared to the case where the horizontal external force F1 = 200 kN. That is, the first shear pipe 34 and the second shear pipe 35 are elastically deformed and plastically deformed in the order of point b ′ → point c ′ → point d ′ → point e ′ → point f ′ → point g ′ → point b ′. Is repeated to absorb the amplitude (earthquake energy) in the short direction (Y direction) of the bridge.

<Effect>
Even if the seismic damper device 30 according to the second embodiment is employed between the bridge pier 1 and the superstructure 2 in which the relative displacement becomes large at the time of the earthquake, the plurality of shear members can cope with a large horizontal displacement. In this way, the ability to absorb seismic energy can be demonstrated. That is, since the end portions of the plurality of first shear tubes 34 and the second shear tube 35 are connected in series with respect to the displacement by the connecting member, the displacement can be allowed up to the total dimension of the shear deformation amount of each shear tube. It becomes.
Further, since a long shearing member is not employed to cope with a large displacement, a compact vibration damper device can be provided, and a narrow installation place can be accommodated.

Furthermore, the vibration damper device 10 can exhibit a vibration damping function with respect to an earthquake load acting in an arbitrary direction regardless of the direction of the earthquake load. In addition, since the structure is simple, for example, even when incorporated in a bridge exposed to dust, fallen leaves, rust, etc., maintenance (maintenance inspection) is easy, and a stable vibration control function can be demonstrated over the long term. .
In the example of the second embodiment, the configuration is a shear member in which two first shear tubes 34 and two second shear tubes 35 are arranged in parallel. It is possible to exert the same effect as the example.

[Embodiment 3]
<Configuration of seismic damper device>
FIG. 17 is a cross-sectional view taken along the line BB in FIG. 18 of the vibration damping damper device according to the third embodiment.
18 is a cross-sectional view taken along line AA in FIG. 17 of the vibration damper device according to the third embodiment.

In the third embodiment, as in the first embodiment, the damping damper device 40 and the support 20 are incorporated between the bridge pier 1 that is the lower structure of the bridge and the upper work 2 that is the upper structure. ing.
For convenience of the following description, the longitudinal direction of the bridge (superstructure 2) is the X direction, the width direction of the bridge (superstructure 2) is the Y direction, and the vertical direction of the pier 1 is the Z direction, and the XY plane is a horizontal plane. Is parallel to

  The damping damper device 40 includes a first fixing plate 41 installed on the upper surface of the pier 1 and a pair of reaction force members 42 attached to the lower surface of the upper work 2. The first fixed plate 41 is, for example, a rectangular steel plate material. As shown in FIGS. 17 and 18, the reaction force member 42 is formed, for example, as a rectangular parallelepiped steel member having a rectangular recess 42 a on one surface.

As shown in FIG. 17, the vibration damping damper device 40 includes a second fixing plate 43 in which both end portions are accommodated in the recesses 42 a of the reaction force member 42. The second fixing plate 43 is configured as, for example, a rectangular steel plate member in which both ends abut against the inner peripheral surface of the recess 42 a of the reaction force member 42.
A cylindrical shear tube 44 is disposed between the second fixed plate 43 and the first fixed plate 41. A stiffening tube 45 (corresponding to the reinforcing member of the present invention) having an inner diameter larger than the outer diameter of the shear tube 44 is disposed on the outer peripheral side of the shear tube 44. The shear tube 44 and the stiffening tube 45 are formed of, for example, a steel tube.

The lower end of the shear tube 44 is placed on the upper surface of the first fixed plate 41 in a free state, or is fixed by welding or the like. The upper end of the shear tube 44 is fixed to the lower surface of the second fixing plate 43 by, for example, welding. The lower end of the stiffening tube 45 is fixed to the upper surface of the rectangular first fixing plate 41 by, for example, welding. The upper end of the stiffening tube 45 is formed at a distance from the lower surface of the second fixed plate 43.
The stiffening tube 45 may be fixed to the lower surface of the second fixing plate 43 by welding, for example, and the lower end of the stiffening tube 45 may be formed at a distance from the upper surface of the first fixing plate 41.

<Action>
A deformation state when a seismic force acts on the damping damper device 40 according to Embodiment 3 will be described with reference to FIG.
FIG. 19 is a diagram for explaining the relationship between the shear force acting on the damping damper device according to the third embodiment and the amount of deformation.
The X axis indicates the horizontal displacement, and the Y axis indicates the horizontal external force F1.

An example in which a horizontal external force F1 = 200 kN in the longitudinal direction (X direction) of the bridge is applied to the pier 1 will be described.
When the horizontal external force F1 = 200 kN acts on the pier 1, the second damper plate 43 abuts the one reaction force member 32 at the origin of the vibration damper device 30. Then, a shearing force rises and the shear tube 44 starts elastic deformation. When the shear force reaches 200 kN at point a, plastic deformation proceeds until point b. At the point b, the displacement from the origin is, for example, 20 mm, and the breakdown is in a state where the sum of the elastic deformation and plastic deformation of the shear tube 44 has advanced by 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point b, the shear pipe 44 starts elastic deformation, and the shape is recovered to the point c.
Next, when the second fixing plate 43 comes into contact with the other reaction member 32 at the point c, the shearing force rises and the shear tube 44 starts elastic deformation. When the shear force reaches 200 kN at the point d, plastic deformation proceeds until the point e. At the point e, the displacement from the origin is, for example, 20 mm, and the breakdown is in a state where the sum of the elastic deformation and the plastic deformation of the shear tube 44 has advanced by 20 mm.

Next, when the acting direction of the horizontal external force F1 is reversed from the point e, the shear tube 44 starts elastic deformation, and the shape is recovered to the point f. When the second fixed plate 43 comes into contact with the one reaction force member 42 again at the point f, the shearing force rises and the shear tube 44 starts elastic deformation. When the shear force reaches 200 kN at point g, plastic deformation proceeds until point b.
The seismic damper device 40 according to the third embodiment repeats such a deformation cycle and absorbs the amplitude (earthquake energy) in the longitudinal direction (X direction) of the bridge.

Next, an example in which a horizontal external force F1 = 400 kN in the longitudinal direction (Y direction) of the bridge is applied to the pier 1 will be described.
In this case as well, a cycle similar to the example in which the horizontal external force F1 = 200 kN is applied is drawn, but the shearing force and displacement acting on the damping damper device 40 are increased as compared with the case where the horizontal external force F1 = 200 kN. That is, the shear tube 44 repeats elastic deformation and plastic deformation in the order of point b ′ → point c ′ → point d ′ → point e ′ → point f ′ → point g ′ → point b ′. (Direction) amplitude (earthquake energy) is absorbed.

<Effect>
In the vibration damper device 40 according to the third embodiment, a stiffening tube 45 is disposed on the outer peripheral side of the shear tube 44. For this reason, even if it is employed between the bridge pier 1 and the superstructure 2 where the relative displacement increases during an earthquake, the stiffening tube 45 functions to keep the deformation of the shear tube 44 within a certain range.
That is, the stiffening tube 45 suppresses the plastic deformation of the shear tube 44 within an allowable range, so that the buckling of the shape of the shear tube 44 can be prevented and it is possible to cope with a long amplitude.

  The stiffening tube 45 according to the third embodiment includes, for example, the outer peripheral side of the first shear tube 14, the second shear tube 15, and the third shear tube 16 according to the first embodiment, and the first shear tube 45 according to the second embodiment. By arranging them on the outer peripheral side of the first shear pipe 34 and the second shear pipe 35, it is possible to achieve the same effect as that of the vibration damping damper device 40 according to the third embodiment.

[Embodiment 4]
<Configuration of seismic damper device>
FIG. 20 is a plan view of the vibration damping damper device according to the fourth embodiment.
FIG. 21 is a side view of the vibration damper device according to the fourth embodiment.
FIG. 22 is a side view when the seismic damper device according to Embodiment 4 is deformed by applying a horizontal external force.

  In the fourth embodiment, as in the first embodiment, the damping damper device 50 and the support 20 are incorporated between the bridge pier 1 that is the lower structure of the bridge and the upper work 2 that is the upper structure. ing.

  The damping damper device 50 includes a first fixing plate 51 installed on the upper surface of a bridge pier (not shown) and a reaction force member (not shown) attached to the lower surface of an upper work (not shown). The first fixed plate 51 is, for example, a rectangular steel plate material.

The vibration damping damper device 50 includes a second fixing plate 53 in which both end portions are accommodated in the recesses of the reaction member. The second fixed plate 53 is configured as, for example, a rectangular steel plate member in which both ends abut against the inner peripheral surface of the recess of the reaction force member.
A cylindrical shear tube 54 is disposed between the second fixed plate 53 and the first fixed plate 51. The shear pipe 54 is formed of, for example, a steel pipe. A pair of shear deformation restraining members 55 a (corresponding to the reinforcing members of the present invention) are disposed on the outer peripheral side of the shear tube 54 so as to be separated from the outer surface of the shear tube 54. As shown in FIGS. 20 and 21, the pair of shear deformation restraining members 55 a are erected from the first fixed plate 51 at positions facing each other across the shear tube 54. The shear deformation restraining member 55a is formed of, for example, a flat steel plate.

  The lower end of the shear tube 54 is fixed to the upper surface of the first fixing plate 51 by, for example, welding. Further, the upper end of the shear tube 54 is fixed to the lower surface of the second fixing plate 53 by, for example, welding. The lower end of the shear deformation restraining member 55a is fixed to the upper surface of the rectangular first fixing plate 51 by, for example, welding. Further, the upper end of the shear deformation restraining member 55 a is formed to be separated from the lower surface of the second fixed plate 53 by a minute distance.

<Modified example of shear deformation restraining member>
FIG. 23 is a plan view showing a first modification of the vibration damping damper device according to the fourth embodiment.
FIG. 24 is a plan view showing a second modification of the vibration damping damper device according to the fourth embodiment.
FIG. 25 is a plan view of a third modification of the vibration damping damper device according to the fourth embodiment.
FIG. 26 is a plan view showing a fourth modification of the vibration damping damper device according to the fourth embodiment.
FIG. 27 is a side view showing a fourth modification of the vibration damping damper device according to the fourth embodiment.
FIG. 28 is a side view when a horizontal external force is applied to the fourth modification of the vibration damping damper device according to the fourth embodiment to deform it.
The shear deformation restraining member 55a has a configuration in which two flat steel materials are arranged to face each other. In addition to this, for example, as shown in FIG. 23, a rectangular first fixing plate 51 and a second fixing plate 53 are provided. The damping damper device 50 can be configured by standing up to four pillars with rectangular shear deformation restraining members 55b (corresponding to the reinforcing members of the present invention) at four corners.

Further, for example, as shown in FIG. 24, four flat plate-shaped shear deformation restraining members 55c (corresponding to the reinforcing members of the present invention) are provided along the four sides of the rectangular first fixing plate 51 and the second fixing plate 53. The seismic damper device 50 can be configured upright.
Further, for example, as shown in FIG. 25, a damping damper device 50 can be configured by standing a cylindrical shear deformation restraining member 55 d (corresponding to a reinforcing member of the present invention) around the shear pipe 54.

  Furthermore, as shown in FIGS. 26 to 28, it is also possible to configure the vibration damping damper device 50 by accommodating a cylindrical shear deformation restraining member 55e (corresponding to the reinforcing member of the present invention) inside the shear tube 54. It is.

<Effect>
When the shear tube 54 according to the fourth embodiment repeatedly receives the horizontal external force F1 and deforms and buckles, the shear tube 54 suddenly loses its proof strength and the energy absorption capacity decreases. In order to prevent this, the shear deformation restraining member 55 is disposed around or inside the shear tube 54. By the shear deformation restraining member 55, the interval between the first fixing plate 51 and the second fixing plate 53 arranged at the upper part and the lower part of the shear tube 54 is restrained to be constant. That is, when the shear tube 54 is deformed and the first fixed plate 51 and the second fixed plate 53 are inclined from the parallel position, the upper end of the shear deformation restraining member 55 contacts the lower surface of the second fixed plate 53, Prevents the tilt angle from increasing.

  Then, even when the shear pipe 54 is deformed due to repeated horizontal external force F1, buckling of the shear pipe 54 is prevented. Therefore, even when the first fixing plate 51 and the second fixing plate 53 are inclined from a parallel position and a large displacement occurs, the plastic deformation state of the shear tube 54 can be maintained and the energy absorption capability can be maintained. .

  The shear deformation restraining member 55 according to the fourth embodiment includes, for example, the outer peripheral side or inner peripheral side of the first shear pipe 14, the second shear pipe 15, and the third shear pipe 16 according to the first embodiment, By arranging on the outer peripheral side or the inner peripheral side of the first shear pipe 34 and the second shear pipe 35 according to the second embodiment, it is possible to achieve the same effect as that of the vibration damping damper device 50 according to the fourth embodiment. .

[Embodiment 5]
<Configuration of seismic damper device>
FIG. 29 is a vertical sectional view in the Y direction of the vibration damping damper device according to Embodiment 5 (BB cross section in FIG. 30).
FIG. 30 is a vertical cross-sectional view in the X direction of the vibration damper device according to the fifth embodiment (cross section AA in FIG. 29).

In the fifth embodiment, as in the first embodiment, the damping damper device 30 and the support 20 are incorporated between the bridge pier 1 that is the lower structure of the bridge and the upper work 2 that is the upper structure. ing.
For convenience of the following description, the longitudinal direction of the bridge (superstructure 2) is the X direction, the width direction of the bridge (superstructure 2) is the Y direction, and the vertical direction of the pier 1 is the Z direction, and the XY plane is a horizontal plane. Is parallel to

  The vibration damping damper device 60 includes a first fixing plate 61 installed on the upper surface of the pier 1 and a pair of reaction force members 62 attached to the lower surface of the superstructure 2. The first fixed plate 61 is, for example, a rectangular steel plate material. 29 and 30, the reaction force member 62 is formed as a rectangular parallelepiped steel member having a rectangular recess 62a on one surface, for example.

As shown in FIG. 29, the vibration damper device 60 includes a second fixing plate 63 that is accommodated in the recess 62a of the reaction force member 62. The second fixing plate 63 is configured as, for example, a rectangular steel plate member that comes into contact with the inner peripheral surface of the recess 62a.
Note that a gap in which the second fixing plate 63 can slide may be formed between the second fixing plate 63 and the recess 62a of the reaction force member 62 in the X direction. The reason for providing the gap is to absorb the thermal expansion of the steel material in the longitudinal direction of the bridge (superstructure 2).
Between the second fixed plate 63 and the first fixed plate 61, a cylindrical first shear tube 64a, a second shear tube 64b, and a third shear tube 64c face each other on their outer peripheral surfaces. Are arranged in parallel. That is, the first shear tube 64a, the second shear tube 64b, and the third shear tube 64c are arranged side by side with their central axes spaced apart in parallel. The 1st shear pipe 64a, the 2nd shear pipe 64b, and the 3rd shear pipe 64c are formed with the steel pipe, for example.

The lower end of the first shear pipe 64a is fixed to the upper surface of the first fixing plate 61 by, for example, welding. The upper end of the first shear pipe 64a is inserted into an attachment pipe 65a attached to the lower surface of the elongated first connection plate 65, and is fixed by welding, for example.
The upper end of the second shear pipe 64b is fixed to the lower surface of the first connection plate 65 by welding, for example. The lower end of the second shear pipe 64b is fixed to the upper surface of the elongated second connection plate 66 by, for example, welding.
The lower end of the third shear pipe 64c is inserted into an attachment pipe 66a attached to the upper surface of the second connection plate 66, and is fixed by, for example, welding. The upper end of the third shear tube 64c is fixed to the lower surface of the second fixing plate 63 by welding, for example.

  Here, the central axes of the first shear pipe 64a, the second shear pipe 64b, and the third shear pipe 64c are arranged so as to be substantially equilateral triangles in a plan view shown in FIG. That is, the first connection plate 65 and the second connection plate 66 are arranged so as to have a V shape in a plan view shown in FIG.

  As described above, the vibration damping damper device 60 according to the fifth embodiment includes the first shear pipe 64a, the second shear pipe 64b, and the third shear pipe 64c between the second fixed plate 63 and the first fixed plate 61. Are arranged via a first connection plate 65 and a second connection plate 66.

<Action>
A deformation state when a seismic force in the longitudinal direction (X direction) of the bridge is applied to the damping damper device 60 according to the fifth embodiment will be described with reference to FIGS.
FIG. 31 is a Y direction vertical sectional view (BB cross section in FIG. 32) when a horizontal external force in the X direction is applied from one side of the vibration damping damper device according to the fifth embodiment.
FIG. 32 is a Z direction horizontal sectional view (AA cross section of FIG. 31) of the vibration damper device according to the fifth embodiment.
FIG. 33 is a Y direction vertical sectional view (cross section BB in FIG. 34) when a horizontal external force in the X direction is applied from the other side of the vibration damping damper device according to the fifth embodiment.
FIG. 34 is a Z-direction horizontal cross-sectional view (cross-section AA in FIG. 33) of the vibration damper device according to the fifth embodiment.

When a horizontal external force in the X direction is applied to the damping damper device 60 according to the fifth embodiment, relative displacement in the horizontal direction occurs between the pier 1 and the superstructure 2. At this time, the first shear pipe 64a and the third shear pipe 64c of the damping damper device 60 are shear-deformed in the same direction as shown in FIG. 31, and the second shear pipe 64b is connected to the first shear pipe 64a and the first shear pipe 64a. Shear deformation occurs in the opposite direction of the three shear tube 64c.
As shown in FIGS. 31 and 32, when the horizontal external force F1 acts on the pier 1 on the left side in the drawing, the same shear force F2 as F1 acts on the first shear tube 64a as a reaction force. This shear force F2 acts on the third shear tube 64c as the same shear force F2 through the first connection plate 65, the second shear tube 64b, and the second connection plate 66 in this order. And it is transmitted to the 2nd fixing plate 63 from the 3rd shear pipe 64c, and acts on the reaction force member 62 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

  Next, as shown in FIGS. 33 and 34, when a horizontal external force F1 acts on the pier 1 from the opposite side of FIG. 31 to the right side of the drawing, the reaction force acts on the first shear pipe 64a as in FIG. As a result, the same shearing force F2 as F1 acts. This shear force F2 acts on the third shear tube 64c as the same shear force F2 through the first connection plate 65, the second shear tube 64b, and the second connection plate 66 in this order. And it is transmitted to the 2nd fixing plate 63 from the 3rd shear pipe 64c, and acts on the reaction force member 62 arrange | positioned at the superstructure 2 as the reaction force F3 same as the shear force F2.

At this time, the relationship between the shear force acting on the first shear tube 64a, the second shear tube 64b, and the third shear tube 64c and the horizontal displacement changes in the same manner as in FIG. 16 according to the second embodiment.
In this way, the first shear pipe 64a, the second shear pipe 64b, and the third shear pipe 64c repeat elastic deformation and plastic deformation, and absorb amplitude (seismic energy).

<Effect>
Even if the seismic damper device 60 according to the fifth embodiment is employed between the bridge pier 1 and the superstructure 2 in which the relative displacement becomes large at the time of the earthquake, the plurality of shearing members can cope with the large horizontal displacement. In this way, the ability to absorb seismic energy can be demonstrated. That is, since each end of the plurality of first shear pipes 64a, second shear pipes 64b, and third shear pipes 64c is connected in series with respect to the displacement by the connecting member, the displacement is made up to the total dimension of the shear deformation amount of each shear pipe. Can be allowed.
Further, since a long shearing member is not employed to cope with a large displacement, a compact vibration damper device can be provided, and a narrow installation place can be accommodated.

Furthermore, the vibration damper device 60 can exhibit a vibration damping function with respect to an earthquake load acting in an arbitrary direction regardless of the direction of the earthquake load. In addition, since the structure is simple, for example, even when incorporated in a bridge exposed to dust, fallen leaves, rust, etc., maintenance (maintenance inspection) is easy, and a stable vibration control function can be demonstrated over the long term. .
In the example of the fifth embodiment, the configuration is a shear member in which three first shear pipes 64a, second shear pipes 64b, and third shear pipes 64c are arranged in parallel. However, a plurality of steel pipes and the like are arranged in parallel. If it is the structure arranged, it is possible to exhibit the same effect as this example.

  DESCRIPTION OF SYMBOLS 1 Pier (equivalent to the 2nd structure of this invention) 2 Superstructure (equivalent to the 1st structure of this invention) 10 Damping damper device, 11 1st fixed plate, 12 Reaction force member, 12a Recessed part , 13 2nd fixing plate, 14 1st shear tube, 15 2nd shear tube, 16 3rd shear tube, 17 1st connection plate, 18 2nd connection plate, 20 support, 20a lower support plate, 20b upper support plate, 20c bearing ball, 30 vibration control damper device, 31 first fixing plate, 32 reaction force member, 32a recess, 32b gap, 33 second fixing plate, 34 first shear tube, 35 second shear tube, 37 first connection plate , 38 Second connection plate, 39 Third connection plate, 40 Damping damper device, 41 First fixing plate, 42 Reaction member, 42a Recess, 43 Second fixing plate, 44 Shear tube, 45 Stiffening tube (present invention) 5) Seismic damper device, 51 First fixed plate, 53 Second fixed plate, 54 Shear tube, 55, 55a, 55b, 55c, 55d, 55e Shear deformation restraining member (corresponding to the reinforcing member of the present invention), 60 Damping Damper device, 61 first fixing plate, 62 reaction member, 62a recess, 63 second fixing plate, 64a first shear tube, 64b second shear tube, 64c third shear tube, 65 first connection plate, 65a mounting tube , 66 Second connection plate, 66a Mounting pipe, F1 horizontal external force, F2 shear force, F3 reaction force.

Claims (16)

A first fixed plate;
A second fixing plate;
A cylindrical first shear tube;
A cylindrical second shear tube;
A first connection portion connecting the first shear tube and the second shear tube;
Have
The first fixing plate and one end of the first shear pipe are connected;
The other end side of the first shear tube and the first connection portion are connected,
The first connection portion and one end side of the second shear pipe are connected;
A damping damper device, wherein the other end of the second shear pipe is connected to the second fixing plate.   2. The damping damper device according to claim 1, wherein the first shear pipe and the second shear pipe are configured with different diameters, and the central axes are arranged to be coaxially overlapped with each other.   2. The vibration damping damper device according to claim 1, wherein outer circumferential surfaces of the first shear pipe and the second shear pipe are opposed to each other, and central axes are arranged substantially parallel to each other.   The damping damper device according to any one of claims 1 to 3, wherein a reinforcing member is disposed on an outer peripheral side of at least one of the first shear pipe and the second shear pipe. .   The damping member according to any one of claims 1 to 3, wherein a reinforcing member is disposed on an inner peripheral side of at least one of the first shear pipe and the second shear pipe. apparatus.   The reinforcing member is fixed to one of the first fixing plate and the second fixing plate, and is disposed apart from the other of the first fixing plate and the second fixing plate. Item 6. A damping damper device according to item 4 or 5.   The said damping member is cylindrical shape, The damping damper apparatus of any one of Claims 4-6 characterized by the above-mentioned. A first fixed plate;
A second fixing plate;
A cylindrical first shear tube;
A cylindrical second shear tube;
A cylindrical third shear tube;
A first connection portion connecting the first shear tube and the second shear tube;
A second connection portion connecting the second shear tube and the third shear tube;
Have
The first fixing plate and one end of the first shear pipe are connected;
The other end side of the first shear tube and the first connection portion are connected,
The first connection portion and one end side of the second shear pipe are connected;
The other end side of the second shear tube and the second connection part are connected,
The second connection portion and one end side of the third shear tube are connected,
A damping damper device, wherein the other end of the third shear pipe is connected to the second fixing plate.   9. The first shear tube, the second shear tube, and the third shear tube are configured with different diameters, and center axes are arranged to be coaxially overlapped with each other. The described damping damper device.   The first shear pipe, the second shear pipe, and the third shear pipe are arranged such that outer peripheral surfaces thereof are opposed to each other and central axes thereof are arranged substantially in parallel with each other. Damping damper device.   11. The reinforcing member according to claim 8, wherein a reinforcing member is disposed on an outer peripheral side of at least one of the first shear pipe, the second shear pipe, and the third shear pipe. Damping damper device.   11. The reinforcing member according to claim 8, wherein a reinforcing member is disposed on an inner peripheral side of at least one of the first shear pipe, the second shear pipe, and the third shear pipe. The described damping damper device.   The reinforcing member is fixed to one of the first fixing plate and the second fixing plate, and is disposed apart from the other of the first fixing plate and the second fixing plate. Item 13. A damping damper device according to item 11 or 12.   The vibration control damper device according to any one of claims 11 to 13, wherein the reinforcing member has a cylindrical shape. The damping damper device according to claim 1,
The first fixing plate is attached to the first structure;
The structure according to claim 2, wherein the second fixing plate is attached to the second structure. The first structure is a bridge superstructure,
The second structure is a pier of the bridge;
The structure according to claim 15, wherein the first fixing plate is slidably attached to a longitudinal direction of the superstructure.

Images