JP2016079799A - Vibration control structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration control structure capable of improving the aseismatic performance of a building.SOLUTION: The vibration control structure includes: columns 2 having multi-story sleeve walls provided on a lower story part 12 of a building 1; and energy absorbing members 5 provided at the front ends of sleeve walls 22 of the columns 2 having the multi-story sleeve walls. The head and the leg of each of the columns 2 having the multi-story sleeve walls are pin-joined to the building 1, and the sleeve walls 22 of the adjacent columns 2 having the multi-story sleeve walls are connected to each other via the energy absorbing members 5. Besides, the lower story part 12 has lower rigidity than a higher story part 11.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a vibration control structure for a building.

  As a vibration control structure for a building, an interlayer damper may be employed in which a damper is provided between an upper layer and a lower layer, and energy such as an earthquake is absorbed by deformation of the damper.

  Patent Document 1 and the like disclose a damping structure that absorbs energy when a horizontal force due to an earthquake or the like acts by providing a multi-layer earthquake-resistant wall whose lower end is pin-supported to a lower structure. Has been.

Japanese Patent No. 4167624

  If an interlayer damper type damping structure is used in a high-rise building, the displacement generated in the damper will be reduced due to bending deformation components, so the efficiency will be low, and even if many dampers are installed, a large damping effect cannot be expected. It was.

  Moreover, when the damping structure of patent document 1 is employ | adopted for a high-rise building, the aspect ratio of a multistory earthquake-resistant wall becomes large, and a multistory earthquake-resistant wall becomes a material with small bending rigidity. For this reason, the deformation angle (rotation angle) of the multistory shear wall supported by the pin does not increase (the deformation does not concentrate on the pin support), the damper is inefficient, and a large damping effect may not be expected. It was.

  From such a viewpoint, an object of the present invention is to propose a vibration control structure capable of improving the seismic performance of a building.

  In order to solve the above-mentioned problems, the vibration damping structure of the present invention includes a column with a continuous sleeve wall provided in a low-rise part of a building, and an energy absorption provided at the end of the sleeve wall of the column with the continuous sleeve wall. A vibration damping structure including a member, wherein the head and / or the leg of the multi-layered sleeve walled column is pin-joined or semi-rigidly joined to the building.

According to such a vibration control structure, when a force such as a strong wind or an earthquake is applied, a column with a multi-layered sleeve wall that tilts over multiple floors tilts, so that a large deformation is caused in an energy absorbing member (such as a damper). Is possible. Therefore, the earthquake resistance performance of the building can be improved with a small amount of energy absorbing member.
In addition, the columns with multi-layered sleeve walls are more rigid than the case of only the columns, and they do not deform significantly except for the rotation of the joint, preventing the concentration of deformation in a specific layer in the lower layer, and overall high deformation performance Demonstrate.

  Further, by setting the columns with the multi-layered sleeve walls only in the low layer portion, the aspect ratio is prevented from increasing, and the bending rigidity of the columns with the multi-layered sleeve walls becomes relatively large. Therefore, the deformation can be concentrated on the joint part (pin joint part or semi-rigid joint part) of the column with the continuous sleeve wall.

What is necessary is just to provide the said energy absorption member so that the sleeve walls of the column with a adjacent continuous layer sleeve wall may be connected.
Moreover, the acceleration at the time of an earthquake, etc. can be reduced by making the said low-rise part low rigidity rather than the high-rise part of the said building.

If it has a seismic isolation bearing fixed to the leg of the column with a sleeve wall and a cushioning material interposed between the lower surface of the base isolation bearing and the building, the column with a sleeve layer Even if the leg part is lifted, the impact when the leg part comes into contact with the ground can be reduced.
In the vibration damping structure of the present invention, the seismic isolation bearing includes a laminated rubber and an upper flange and a lower flange disposed above and below the laminated rubber, and at least a part of the lower flange is inserted. The receiving steel plate in which the recessed part was formed may be fixed to the building. At this time, the buffer material is provided on the bottom surface of the recess.
According to such a vibration control structure, when a horizontal force is applied to the building during an earthquake or the like, the lower flange is caught on the edge of the recess, so that it is possible to support the horizontal force acting on the building while preventing damage to the cushioning material. It becomes possible.

  According to the vibration damping structure of the present invention, it is possible to improve the vibration damping performance of the building.

It is an elevation which shows typically the building concerning a first embodiment. It is a plane sectional view of the low-rise part of the building shown in FIG. It is the elements on larger scale which show the pin support of the pillar with a continuous layer sleeve wall. (A) is a top view which shows the junction part of the column with a continuous layer sleeve wall, and a small beam, (b) is AA sectional drawing of (a). It is an elevation which shows typically the building concerning a second embodiment. (A) is the elements on larger scale which show the leg part of the column with a continuous layer sleeve wall, (b) is the elements on larger scale which show the time of the leg part of (a) floating.

<First embodiment>
The building 1 of 1st embodiment is provided with the pillar 2 with a continuous layer sleeve wall, the pillar 3, and the beam 4, as shown in FIG. 1 and FIG.
In the present embodiment, the upper side from the center in the height direction of the building 1 is referred to as a high layer part 11, and the lower side is referred to as a low layer part 12. In addition, the height position of the boundary of the high layer part 11 and the low layer part 12 is not limited. Further, the number of floors of the building 1 is not limited.

As shown in FIG. 1, the high-rise part 11 of the building 1 has a frame formed by the rigid connection between the pillar 3 and the beam 4.
The pillar 3 is a so-called multi-story pillar disposed across the entire height of the high-rise part 11. In this embodiment, the pillar 3 provided along the outer periphery of the building 1 is comprised by the continuous layer pillar.

  In addition, the structure (including arrangement, number, etc.) of the pillars 3 and the beams 4 of the high-rise part 11 is not limited, and may be appropriately designed. For example, it is not necessary that all the pillars 3 provided on the outer periphery of the building 1 are multi-story pillars.

As shown in FIG. 1 and FIG. 2, the lower layer portion 12 of the building 1 is formed with a frame by the pillars 2 with the continuous sleeve walls, the pillars 3, and the beams 4.
The outer periphery of the lower layer portion 12 is formed by a frame in which the column 3 and the beam 4 are rigidly connected.

  As shown in FIG. 2, two pairs of continuous-layer sleeve-walled columns 2, 2 are disposed in the central portion of the lower layer portion 12 in plan view, and a pair of columns 31, 31 are disposed as a pair. Has been.

  As shown in FIG. 1, the pillar 2 with the multi-layered sleeve wall includes a pillar portion 21 and a sleeve wall 22 extending from the side surface of the pillar portion 21, and spans a plurality of floors in the low-rise portion 12 of the building 1. Arranged.

  The pillar 2 with the continuous layer sleeve wall of the present embodiment has the pillar portion 21 disposed over the entire height of the lower layer portion 12. That is, the upper end of the column part 21 is in contact with the lower end of the high-rise part 11, and the lower end of the column part 21 is in contact with the lower structure (foundation) B. In addition, the continuous-layer sleeve wall-equipped column 2 does not necessarily have to straddle the entire height of the lower layer portion 12, and may be disposed across a plurality of floors in a part of the lower layer portion 12.

  The column portion 21 is formed in a square column shape. As shown in FIG. 1, the sleeve wall 22 has a taper at the upper end and the lower end so that the wall height decreases toward the tip. That is, the sleeve wall 22 has a trapezoidal shape in side view. Note that the cross-sectional shape of the column portion 21 is not limited, and may be, for example, a circular shape. Further, the taper angle of the sleeve wall 22 is not limited.

  As shown in FIG. 2, in this embodiment, the first continuous-layer sleeve-walled column 2 a in which one sleeve wall 22 extends from one column portion 21, and two columns from one column portion 21. The sleeve walls 22a and 22b are provided with a second continuous-layer sleeve-walled column 2b extending in an L shape in plan view.

As shown in FIG. 2, the sleeve wall 22 of the first two-layered sleeve-walled column 2 a faces the sleeve wall 22 of another adjacent first-layered sleeve-walled column 2 a with a gap. .
An energy absorbing member 5 is interposed in the gap between the tips of the sleeve walls 22 and 22. The energy absorbing member 5 is connected to the tip (side edge) of the sleeve wall 22. That is, a pair of adjacent two-layered sleeve wall columns 2 a and 2 a are connected via the energy absorbing member 5.

  In the present embodiment, a damper is adopted as the energy absorbing member 5, but the energy absorbing member 5 may be a beam made of, for example, a low yield point steel, and is not limited to a damper. Moreover, as shown in FIG. 1, in this embodiment, although the three dampers are arranged in the height direction, the number of the dampers interposed between the sleeve walls 22 is not limited. Although the damper is not limited, for example, an oil damper, a viscoelastic damper, a viscous damper, an elastic-plastic damper, a plastic damper, or the like may be used.

As shown in FIG. 2, one sleeve wall 22a of the second continuous-layer sleeve-walled column 2b is spaced from one sleeve wall 22a of another adjacent second-layered-layer sleeve-walled column 2b. Opposite.
An energy absorbing member 5 is interposed in the gap between the tips of one sleeve wall 22a. The energy absorbing member 5 is connected to the tip (side edge) of one sleeve wall 22a. That is, a pair of adjacent columns 2 b and 2 b with continuous layer sleeve walls are connected via the energy absorbing member 5.

In addition, the other sleeve wall 22 b of the second continuous-layer sleeve-walled pillar 2 b is connected to the pillar 31 through the energy absorbing member 5.
The column 31 is disposed between the first column 2a with the continuous layer sleeve wall and the second column 2b with the multiple layer sleeve wall. In the present embodiment, the column 31 is disposed in the vicinity of the middle between the columns 2a and 2b with both continuous layer sleeve walls, but the column 31 may be close to one of the columns 2 with continuous layer sleeve walls. In addition, the arrangement | positioning and the number of the pillar 2 with a continuous layer sleeve wall and the pillar 31 are not limited.

  The structure of the energy absorbing member 5 disposed between the second continuous-layer sleeve-walled columns 2b and 2b and between the second continuous-layer sleeve-walled column 2b and the column 31 is the same as that of the first continuous-layer sleeve. This is the same as the energy absorbing member 5 disposed between the walled columns 2a and 2a.

The head and legs of the pillars 2 with multi-layered sleeve walls are pin-bonded to the building 1.
In this embodiment, as shown in FIG. 3, pin supports 6 are formed at the upper end and the lower end of the column portion 21 (only the lower end is shown in FIG. 3).

  The pin support 6 includes a support member 61 integrated with a lower end portion (upper end portion) of the column portion 21, a support member 62 disposed at a position corresponding to the support member 61, and an anchor embedded in the support member 62. It is comprised from the volt | bolt 63. FIG. The support member 62 is a reinforced concrete member constructed integrally with the lower structure B in the present embodiment, and protrudes from the upper surface of the lower structure B. The support member 62 is not limited to a reinforced concrete structure as long as the support member 62 is a member that exhibits a sufficient proof strength with respect to a load placed on the building 1 such as its own weight.

  The support member 61 is a steel member and includes a horizontal surface portion 61a that contacts the support member 62 and tapered portions 61b and 61b that are inclined upward from both side portions of the horizontal surface portion 61a. The width (area) of the horizontal surface portion 61 a is smaller than the width (cross-sectional area) of the lower end portion of the column portion 21. Note that the support member 61 is not limited to a steel member. For example, the support member 61 is formed of a precast concrete member or a reinforced concrete member continuous from the column portion 21. Any member may be used as long as it has sufficient proof strength against the stress acting during the rotational deformation of the attached column 2.

  When a horizontal force due to an earthquake or a strong wind is applied, the support member 61 rotates so that a part of the horizontal surface portion 61a is lifted and the gap between the tapered portion 61b and the support member 62 is narrowed. Allow tilting. On the other hand, the horizontal shear force is resisted by the shear strength of the anchor bolt 63. That is, the joint structure between the multi-layered sleeve wall pillar 2 and the lower structure B can increase the shear rigidity sufficiently with respect to the bending rigidity by increasing the cross-sectional area of the anchor bolt 63. Functions as a pin support structure.

As shown in FIG. 1 and FIG. 2, the second column 2b with a sleeve wall is connected to a column 3 on the outer periphery of the building 1 through a beam 41.
The beam 41 is formed with pin supports 42 and 42 at both ends, and is pin-bonded to the second continuous-layer sleeve-walled column 2 b and the column 3. Note that the joint portion of the beam 41 is not limited to the pin joint, and may be a semi-rigid joint or a rigid joint, for example.

In the present embodiment, as shown in FIG. 2, the small beam 43 for receiving the slab 7 is horizontally laid along the sleeve wall 22 between the adjacent column portions 21 or between the column portion 21 and the column 31. .
As shown in FIGS. 4A and 4B, the small beam 43 supports the slab 7 in front of the sleeve wall 22 so that the slab 7 does not hinder the rotation of the sleeve wall 22. . That is, in the present embodiment, the slab 7 is supported by the small beam 43, thereby providing a gap between the slab 7 and the sleeve wall 22.

  The slab 7 of the present embodiment is a void slab formed by a half precast method using an EPS void mold that can be wide-span without a small beam. In addition, the structure and formation method of the slab 7 are not limited.

As shown in FIG. 4A, both ends of the small beam 43 are pin-joined to the column portion 21 or the column 31 via the attachment member 43a.
Further, in the present embodiment, the small beam 43 is laid horizontally between the first continuous-layer-sleeved column 2a and the column 31 with both ends being pin-joined.
In addition, joining to the pillar part 21 or the pillar 31 of the small beam 43 is not limited to pin joining, For example, semi-rigid joining may be sufficient.

  In the building 1 of this embodiment, the low-rise part 12 of the building 1 (in this embodiment, the layer provided with the column 2 with the multi-layered sleeve wall) is the column with the multi-layered sleeve wall pin-bonded to the building 1. 2 and the energy absorbing member 5, the vibration control structure is provided, so that it has high earthquake resistance.

  The low-rise part 12 of the building 1 has a lower rigidity than the high-rise part 11 (other layers) due to the vibration damping structure formed inside. Therefore, when a lateral force is applied due to a strong wind, an earthquake, or the like, deformation is increased in the low-rise portion 12 having low rigidity, but the pillar 2 with the multi-layered sleeve wall in which the upper end and the lower end are pin-joined is provided. By tilting, the energy absorbing member 5 is greatly deformed and energy is absorbed (acceleration can be reduced). Thus, according to the damping structure of this embodiment, the earthquake resistance performance of the building 1 can be improved with a small amount of damper.

  Further, the pillar 2 with the continuous layer sleeve wall is formed with the pillar portion 21 and the sleeve wall 22 integrally, so that it has high rigidity and is not greatly deformed except by the rotation of the pin support 6. It prevents the buckling and deformation from concentrating on and exhibits high deformation performance as a whole.

Further, by forming the column 2 with the continuous sleeve wall in the lower layer portion 12, the rigidity of the column 2 with the continuous sleeve wall is relatively increased, and the deformation can be concentrated on the pin support 6.
In addition, since the beam 41 connected to the column 2 with the continuous layer sleeve wall is connected via the pin support 42, the deformation of the column 2 with the multiple layer sleeve wall is not restrained.

<Second Embodiment>
As shown in FIG. 5, the building 1 according to the second embodiment includes a column 2 with a multi-layered sleeve wall, a column 3, and a beam 4.
In the present embodiment, the upper side from the center in the height direction of the building 1 is referred to as a high layer part 11, and the lower side is referred to as a low layer part 12. In addition, the height position of the boundary of the high layer part 11 and the low layer part 12 is not limited. Further, the number of floors of the building 1 is not limited.

Since the details of the high-rise part 11 of the building 1 are the same as the contents shown in the first embodiment, the detailed description is omitted.
As shown in FIG. 5, the low-rise part 12 of the building 1 is formed with a frame by the pillars 2, the pillars 3, and the beams 4 with the continuous sleeve walls.

The pillar 2 with the continuous layer sleeve wall includes a pillar portion 21 and a sleeve wall 22 extending from the side surface of the pillar portion 21, and is arranged across a plurality of floors in the low-rise portion 12 of the building 1.
The column portion 21 is disposed across the entire height of the lower layer portion 12. That is, the upper end of the column part 21 is in contact with the lower end of the high-rise part 11, and the lower end of the column part 21 is in contact with the lower structure (foundation) B via the seismic isolation bearing (see FIG. 6). In addition, the continuous-layer sleeve wall-equipped column 2 does not necessarily have to straddle the entire height of the lower layer portion 12, and may be disposed across a plurality of floors in a part of the lower layer portion 12.

The column portion 21 is formed in a square column shape. In addition, the cross-sectional shape of the column part 21 is not limited, For example, circular shape may be sufficient.
The sleeve wall 22 has a taper at the lower end so that the wall height decreases toward the tip. That is, the upper end of the sleeve wall 22 is in contact with the lower end of the high layer portion 11, and the lower end has a gap with the lower structure B. The taper angle of the sleeve wall 22 is not limited. Further, the sleeve wall 22 does not necessarily have a taper at the lower end.

  An energy absorbing member 5 is interposed in the gap between the tips of the sleeve walls 22 and 22 of the columns 2 and 2 with the continuous layer sleeve walls facing each other. The energy absorbing member 5 is connected to the tip (side edge) of the sleeve wall 22. That is, the adjacent pair of continuous-layered sleeve wall columns 2, 2 are connected via the energy absorbing member 5. The details of the energy absorbing member 5 are the same as the contents shown in the first embodiment, and thus detailed description thereof is omitted.

The leg portions of the columns 2 with the continuous sleeve walls are semi-rigidly joined to the building 1 so as to be able to float (separate). In addition, the leg part of the pillar 2 with a continuous layer sleeve wall may be pin-joined so that it can float.
In the present embodiment, as shown in FIG. 6A, the seismic isolation bearing 6 a is fixed to the lower end (leg part) of the column part 21.

The seismic isolation bearing 6 a of this embodiment is a so-called laminated rubber bearing that includes a laminated rubber 64 and an upper flange 65 and a lower flange 66 that are disposed above and below the laminated rubber 64. In addition, the structure of the seismic isolation bearing 6a is not limited.
The upper flange 65 is fixed to the lower end of the column portion 21, and the lower flange 66 is mounted on the receiving steel plate 8.

The receiving steel plate 8 is fixed to the lower structure (building) B corresponding to the position of the seismic isolation bearing 6a. In addition, what is necessary is just to install the receiving steel plate 8 as needed.
The receiving steel plate 8 has a concave shape in cross section because the concave portion 81 is formed on the upper surface. The recess 81 has an area equal to or larger than the planar shape of the lower flange 66 and has a depth in which at least a part of the lower flange 66 can be inserted.
A bottomed buffer material hole 82 having an open top surface is formed on the bottom surface of the recess 81. In addition, the number and arrangement | positioning of the hole 82 for buffer materials are not limited, What is necessary is just to set suitably.

The buffer material 9 is disposed in the buffer material hole 82. That is, the cushioning material 9 is interposed between the lower surface of the seismic isolation bearing 6a and the lower structure B.
As shown in FIG. 6B, the cushioning material 9 of the present embodiment is configured by an elastic body having a dome shape that protrudes from the cushioning material hole 82 from above. In addition, although the material which comprises the buffer material 9 is not limited, For example, a synthetic rubber foam, urethane rubber, polyethylene rubber, etc. may be adopted. Moreover, the shape of the buffer material 9 is not limited, For example, columnar shape may be sufficient.

The receiving steel plate 8 may be provided with a groove for installing the buffer material 9 instead of the buffer material hole 82. In this case, a plate-like elastic body may be used for the buffer material 9. When the receiving steel plate 8 is omitted, the buffer material 9 may be installed on the upper surface of the lower structure B or the lower surface of the lower flange 66.
The details of the building 1 (vibration control structure) according to the other second embodiment are the same as the contents shown in the first embodiment, and thus detailed description thereof is omitted.

  When a horizontal force due to an earthquake or a strong wind acts on the building 1, the horizontal force is absorbed by the laminated rubber 64 of the seismic isolation bearing 6a. At this time, the outer edge of the lower flange 66 is locked to the edge of the recess 81. Therefore, even if a large horizontal force is applied, the buffer material 9 is not damaged.

  Moreover, when the pillar 2 with the multi-layered sleeve wall rotates and deforms around the leg due to the horizontal force acting on the building 1, the damper 5 provided at the tip of the sleeve wall 22 is greatly deformed. The reaction force of the damper 5 is concentrated on the leg portion of the column portion 21, but when a reaction force exceeding the long-term load axial force is applied, the leg portion is lifted as shown in FIG. 6B. After the lift, the beam 4 bears the reaction force of the damper 5, so that the deformation generated in the damper 5 is not significantly reduced, and the damping performance is not lowered.

  By interposing the cushioning material 9 in the leg portion, the gradient of the force-displacement relationship becomes smooth, and the impact when the leg portion comes into contact with the ground after the leg portion is lifted is reduced.

  Since the shock absorbing material 9 is disposed in the shock absorbing material hole 82, the load after the deformation in which the shock absorbing material 9 is accommodated in the shock absorbing material hole 82 is supported by the receiving steel plate 8. That is, a part of the load of the pillar 2 with the sleeve wall is supported by the cushioning material 9 and the rest is supported by the steel plate 8. Therefore, the freedom degree of design of the shock absorbing material 9 can be raised.

Thus, in the building 1 (vibration control structure) of the present embodiment, the pillar 2 with the multi-layered sleeve wall is allowed to lift with respect to the tensile force, and acts on the cushioning material 9 with respect to the compressive force and the horizontal force. By restricting the force to be performed, the downward vertical load is supported by the lower structure B, and the multi-layered sleeve walled column 2 can be smoothly rotated.
Since the operational effects of the building 1 of the other second embodiment are the same as those of the building 1 of the first embodiment, detailed description thereof is omitted.

  The embodiment of the present invention has been described above. However, the present invention is not limited to the above-described embodiment, and the above-described components can be appropriately changed without departing from the spirit of the present invention.

For example, the building 1 in which the damping structure is installed may be a multi-story structure, and the purpose, scale, shape, etc. of the building 1 are not limited.
Further, the arrangement of the vibration damping structure is not limited to the central portion of the building 1.

  Although said 1st embodiment demonstrated the case where the head and leg part of the column 2 with a continuous layer sleeve wall were pin-joined with respect to the building 1, the head and leg of the column 2 with a continuous layer sleeve wall are demonstrated. The part may be semi-rigidly joined to the building 1. Moreover, as for the pillar 2 with a continuous layer sleeve wall, either the head or the leg may be pin-joined, and the other may be semi-rigidly joined. Furthermore, only one of the head portion or the leg portion of the multi-layered sleeve walled pillar 2 may be pin-bonded or semi-rigidly bonded to the building 1.

The vibration damping structure of the present invention may be used in combination with a column whose head and legs are pin-bonded or semi-rigidly bonded to the building.
Adjacent pillars 2 with continuous layer sleeve walls do not necessarily have to be connected via the energy absorbing member 5.

A cantilever beam (not shown) extends from the pillar 3 at the corner of the building 1 of the above embodiment. However, the structure of the corner of the building 1 is not limited, and a pillar and a beam may be provided. Good.
In the embodiment, the half PC slab is used to form a space in which the protruding portion of the small beam is reduced. However, the configuration of the slab 7 is not limited.

DESCRIPTION OF SYMBOLS 1 Building 11 High-rise part 12 Low-rise part 2 Column with a continuous layer sleeve wall 21 Pillar 22 Sleeve wall 3 Pillar 4 Beam 5 Damper (energy absorption member)
6 Pin bearing 6a Seismic isolation bearing 64 Laminated rubber 65 Upper flange 66 Lower flange 8 Receiving steel plate 81 Recessed portion 9 Buffer

Claims (5)

Columns with multi-layered sleeve walls provided in the lower part of the building,
An energy absorbing member provided at the tip of the sleeve wall of the pillar with the continuous layer sleeve wall, and a vibration damping structure comprising:
The vibration damping structure according to claim 1, wherein a head and / or a leg of the multi-layered sleeve walled column is pin-bonded or semi-rigidly bonded to the building.   2. The vibration damping structure according to claim 1, wherein the energy absorbing member connects the sleeve walls of the columns with the adjacent multi-layered sleeve walls.   The damping structure according to claim 1 or 2, wherein the low-rise part is lower in rigidity than the high-rise part of the building. Seismic isolation bearings fixed to the legs of the multi-layered sleeve wall columns;
The damping structure according to any one of claims 1 to 3, further comprising a cushioning material interposed between a lower surface of the seismic isolation bearing and the building. It further comprises a receiving steel plate fixed to the building,
The seismic isolation bearing includes a laminated rubber, and an upper flange and a lower flange disposed above and below the laminated rubber,
The receiving steel plate has a recess into which at least a part of the lower flange is inserted,
The vibration damping structure according to claim 4, wherein the cushioning material is provided on a bottom surface of the recess.

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