JP6749081B2 - Vibration control structure - Google Patents

Description

The present invention relates to a structure for damping a building.

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

Further, 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-layered earthquake-resistant wall whose lower end is supported by a pin against a lower structure. Has been done.

Japanese Patent No. 4167624

If a multi-story damper type vibration damping structure is adopted in a high-rise building, the displacement generated in the damper due to the bending deformation component will be small, resulting in poor efficiency and a large damping effect cannot be expected even if multiple dampers are installed. It was

Further, when the damping structure described in Patent Document 1 is adopted for a high-rise building, the aspect ratio of the multi-story earthquake-resistant wall is increased, and the multi-story earthquake-resistant wall becomes a material having a small bending rigidity. Therefore, the deformation angle (rotation angle) of the multi-layered earthquake-resistant wall supported by the pin does not become large (deformation does not concentrate on the pin bearing), the damper efficiency is poor, and a large damping effect may not be expected. It was

From this point of view, it is an object of the present invention to propose a damping structure capable of improving the seismic performance of a building.

In order to solve the above-mentioned problems, the damping structure of the present invention is a column with a pair of multi-layered sleeve walls provided in the central part of the low-rise part of the building in plan view, and the outer periphery of the building or the multi-layered structure A pillar provided in a high-rise part of the building above a pillar with a sleeve wall, a beam that is laid across between the pillars and between the pillar and the pillar with a multilayer sleeve wall, and the multilayer sleeve A vibration damping structure comprising an energy absorbing member connected to a side edge of a sleeve wall of a walled column, wherein a beam laterally bridged between the columns is rigidly connected to the column. And the end of the beam crossed between the multi-layered sleeve wall post is pin-bonded or semi-rigid, and the head and/or leg of the multi-layered sleeve wall post is A plurality of the energy absorbing members, which are pin-joined or semi-rigidly joined to the building, are vertically installed between the sleeve walls of the pair of pillars with adjacent multilayer sleeves. It is characterized by connecting pillars with walls .

According to such a vibration control structure, when a force such as a strong wind or an earthquake is applied, the column with the multi-story sleeve wall tilting over a plurality of floors is tilted, so that the energy absorbing member (damper, etc.) is significantly deformed. Is possible. Therefore, the earthquake resistance of the building can be improved with a small amount of the energy absorbing member.
In addition, the column with multi-layered sleeve walls has high rigidity even when only the column is used, and does not deform significantly except for rotation of the joint, preventing deformation from concentrating on a specific layer in the low layer part, and overall high deformation performance. To exert.

Further, by installing the columns with multi-layered sleeve walls only in the low-rise portion, it is possible to prevent the aspect ratio from increasing, and the flexural rigidity of the columns with multi-layered sleeve walls relatively increases. Therefore, the deformation can be concentrated on the joint portion (the pin joint portion or the semi-rigid joint portion) of the column with the multilayered sleeve wall.

By the pre-Symbol lower floors less rigid than high-rise portion of the building, it is possible to reduce the acceleration of the earthquake or the like.

Further, if the seismic isolation bearing fixed to the leg portion of the column with the multi-sleeved sleeve wall and the cushioning material interposed between the lower surface of the seismic isolation bearing and the building are provided, the multi-sleeved sleeve Even if the leg portion of the pillar is lifted, the impact when the leg portion touches the ground can be alleviated.
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 arranged above and below the laminated rubber, and at least a part of the lower flange is inserted. The receiving steel plate having the recess may be fixed to the building. At this time, the cushioning material is provided on the bottom surface of the recess.
According to such a damping structure, the lower flange is caught on the edge of the recess when a horizontal force such as an earthquake acts on the building, so that the horizontal force acting on the building can be supported while preventing damage to the cushioning material. It will be possible.

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

It is an elevation view which shows the building which concerns on 1st embodiment typically. It is a plane sectional view of the low-rise part of the building shown in FIG. It is a partial enlarged view showing a pin bearing of a pillar with a multi-layered sleeve wall. (A) is a top view which shows the junction part of a pillar with a multi-story sleeve wall, and a beam, (b) is an AA sectional view of (a). It is an elevation view which shows typically the building which concerns on 2nd embodiment. (A) is a partially enlarged view showing a leg portion of a column with a multi-layered sleeve wall, and (b) is a partially enlarged view showing a raised portion of the leg portion of (a).

<First embodiment>
As shown in FIGS. 1 and 2, the building 1 according to the first embodiment includes columns 2 with multi-layered sleeve walls, columns 3, and beams 4.
In the present embodiment, the upper side from the center of the building 1 in the height direction is called the high-rise section 11, and the lower side is called the low-rise section 12. The height position of the boundary between the high-rise portion 11 and the low-rise portion 12 is not limited. Also, 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 rigidly connecting the columns 3 and the beams 4.
The pillar 3 is a so-called multi-story pillar that is disposed over the entire height of the high-rise portion 11. In this embodiment, the pillar 3 provided along the outer periphery of the building 1 is formed of a multi-story pillar.

The configurations (including the arrangement, the number, etc.) of the pillars 3 and the beams 4 of the high-rise portion 11 are not limited and may be appropriately designed. For example, not all of the columns 3 provided on the outer periphery of the building 1 need to be multi-layer columns.

As shown in FIGS. 1 and 2, the low-rise part 12 of the building 1 has a frame formed by the columns 2 with continuous sleeve walls, the columns 3 and the beams 4.
The outer periphery of the low-rise portion 12 is formed by a frame structure in which the columns 3 and the beams 4 are rigidly connected.

As shown in FIG. 2, in the central portion of the low-rise portion 12 in a plan view, two pairs of columns 2 and 2 with continuous-layer sleeve walls are arranged, and one pair of columns 31 and 31 is arranged. Has been done.

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

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

The column portion 21 is formed in a rectangular 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 becomes smaller toward the tip. That is, the sleeve wall 22 has a trapezoidal shape in side view. The cross-sectional shape of the pillar portion 21 is not limited, and may be circular, for example. Further, the taper angle of the sleeve wall 22 is not limited.

As shown in FIG. 2, in the present embodiment, a column 2 a with a first multi-layered sleeve wall in which one sleeve wall 22 is extended from one column portion 21 and two columns from one column portion 21. The sleeve walls 22a and 22b are provided with a second column 2b with sleeve layers extending in an L-shape in plan view.

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

In the present embodiment, a damper is used as the energy absorbing member 5, but the energy absorbing member 5 may be, for example, a beam made of low yield point steel, and is not limited to the damper. Further, as shown in FIG. 1, in the present embodiment, three dampers are arranged side by side in the height direction, but the number of dampers provided 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 pillar 2b with sleeve layers is spaced apart from one sleeve wall 22a of another adjacent second pillar 2b with sleeve walls. Facing each other.
An energy absorbing member 5 is provided in the gap between the tips of the one sleeve wall 22a. The energy absorbing member 5 is connected to the tip (side edge) of the one sleeve wall 22a. That is, the pair of adjacent multi-layered sleeve wall columns 2 b, 2 b are connected via the energy absorbing member 5.

The other sleeve wall 22b of the second column 2b with sleeve walls is connected to the column 31 via the energy absorbing member 5.
The pillar 31 is arranged between the first pillar 2a with a multi-layered sleeve wall and the second pillar 2b with a second multi-layered sleeve wall. In the present embodiment, the pillar 31 is arranged in the vicinity of the middle of the pillars 2a and 2b with two continuous-layer sleeve walls, but the pillar 31 may be close to one of the pillars 2 with continuous-layer sleeve walls. It should be noted that the arrangement and the number of columns 2 and columns 31 with the multi-layered sleeve wall are not limited.

The configuration of the energy absorbing member 5 arranged between the second columns 2b and 2b with multilayer sleeve walls and between the second column 2b with multilayer sleeve walls and the column 31 is the first multilayer sleeve. This is the same as the energy absorbing member 5 arranged between the columns 2a with walls.

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

The pin support 6 includes a support member 61 integrated with the lower end (upper end) of the column portion 21, a support member 62 arranged at a position corresponding to the support member 61, and an anchor embedded in the support member 62. It is composed of a bolt 63. In the present embodiment, the support member 62 is a reinforced concrete member that is constructed integrally with the lower structure B, and projects from the upper surface of the lower structure B. The support member 62 is not limited to the reinforced concrete structure as long as it is a member that exhibits sufficient proof stress against the load such as the self-weight of the building 1.

The support member 61 is a steel member, and includes a horizontal surface portion 61a that comes into contact with the support member 62, and tapered portions 61b and 61b that are inclined upward from both sides of the horizontal surface portion 61a. The width (area) of the horizontal plane portion 61a is smaller than the width (cross-sectional area) of the lower end portion of the column portion 21. The support member 61 is not limited to a steel member, and is composed of, for example, a precast concrete member or a reinforced concrete structure member that is continuous from the column portion 21, such as stress due to the weight of the building 1 or a multilayered sleeve wall. Any member may be used as long as it has a sufficient proof stress against the stress applied when the attached column 2 is rotationally deformed.

When a horizontal force due to an earthquake or a strong wind acts, the support member 61 rotates so that a part of the horizontal surface portion 61a is lifted up and the gap between the one tapered portion 61b and the support member 62 is narrowed, and the supporting member 61 of the multi-layered sleeve wall column 2 is rotated. Allow tilting. On the other hand, the shearing force of the anchor bolt 63 resists the shearing force in the horizontal direction. That is, in the joint structure of the multi-layered sleeve wall-attached column 2 and the lower structure B, the shear rigidity can be sufficiently increased with respect to the bending rigidity by increasing the cross-sectional area of the anchor bolt 63. Functions as a pin bearing structure.

As shown in FIGS. 1 and 2, the second multi-layered sleeve wall-equipped column 2 b is connected to the column 3 on the outer periphery of the building 1 via a beam 41.
The beam 41 has pin bearings 42, 42 formed at both ends, and is pin-joined to the second multi-layered sleeve wall-equipped column 2 b and column 3. 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 beam 43 for receiving the slab 7 is laid across the column portions 21 adjacent to each other along the sleeve wall 22 or between the column portions 21 and 31. ..
As shown in FIGS. 4A and 4B, the cross 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 this embodiment, a gap is provided between the slab 7 and the sleeve wall 22 by supporting the slab 7 by the beam 43.

In addition, the slab 7 of the present embodiment is a void slab that is capable of wide span without a beam and is made by a half precast method using an EPS void form. Note that the configuration and forming method of the slab 7 are not limited.

As shown in FIG. 4A, both ends of the beam 43 are pin-joined to the column portion 21 or the column 31 via the attachment members 43a.
Further, in the present embodiment, the beam 43 is laterally bridged between the first multi-layered sleeved column 2a and the column 31 with both ends pin-joined.
It should be noted that the joining of the beam 43 to the pillar portion 21 or the pillar 31 is not limited to pin joining, and may be semi-rigid joining, for example.

In the building 1 of the present embodiment, the low-rise portion 12 of the building 1 (in the present embodiment, the layer in which the column 2 with the multi-layered sleeve wall is provided) is a column with the multi-layered sleeve wall pin-joined to the building 1. Since the vibration damping structure constituted by 2 and the energy absorbing member 5 is arranged, it has high seismic performance.

The low-rise portion 12 of the building 1 has a lower rigidity than the high-rise portion 11 (other layers) due to the damping structure formed inside thereof. Therefore, when a lateral force is applied due to a strong wind, an earthquake, or the like, the deformation becomes large in the low-rise portion 12 having low rigidity, but the column 2 with the continuous-layer sleeve wall in which the upper end and the lower end are pin-joined is By tilting, the energy absorbing member 5 is largely deformed and energy is absorbed (acceleration can be reduced). As described above, according to the vibration damping structure of the present embodiment, it is possible to improve the seismic performance of the building 1 with a small amount of damper.

Further, since the pillar portion 21 and the sleeve wall 22 are integrally formed in the multi-layer sleeve wall-equipped pillar 2, the rigidity is large and the pillar bearing 6 does not largely deform except when the pin bearing 6 is rotated. Prevents the buckling and deformation from concentrating on, and exhibits high deformation performance as a whole.

Further, by forming the column 2 with the multi-layered sleeve wall in the lower layer portion 12, the rigidity of the column 2 with the multi-layered sleeve wall is relatively increased, and the deformation can be concentrated on the pin bearing 6.
Since the beam 41 connected to the multi-layered sleeve wall-equipped column 2 is connected via the pin support 42, deformation of the multi-layered sleeve wall-equipped column 2 is not constrained.

<Second embodiment>
As shown in FIG. 5, the building 1 according to the second embodiment includes columns 2 with multi-layered sleeve walls, columns 3, and beams 4.
In the present embodiment, the upper side from the center of the building 1 in the height direction is called the high-rise section 11, and the lower side is called the low-rise section 12. The height position of the boundary between the high-rise portion 11 and the low-rise portion 12 is not limited. Also, the number of floors of the building 1 is not limited.

The details of the high-rise part 11 of the building 1 are the same as the contents shown in the first embodiment, and thus detailed description thereof will be omitted.
As shown in FIG. 5, the low-rise part 12 of the building 1 has a frame formed by columns 2, columns 3 and beams 4 with multi-layered sleeve walls.

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

The column portion 21 is formed in a rectangular column shape. The cross-sectional shape of the pillar portion 21 is not limited, and may be circular, for example.
The sleeve wall 22 has a taper at the lower end so that the wall height becomes smaller toward the tip. That is, the upper end of the sleeve wall 22 is in contact with the lower end of the high-rise portion 11, and the lower end thereof has a gap with the lower structure B. The taper angle of the sleeve wall 22 is not limited. Moreover, the sleeve wall 22 does not necessarily need to have a taper at the lower end.

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

The legs of the column 2 with the multi-story sleeve wall are semi-rigidly joined to the building 1 so as to be lifted (separable). In addition, the leg portion of the column 2 with the multi-story sleeve wall may be pin-joined so as to be lifted.
In the present embodiment, as shown in FIG. 6A, the seismic isolation bearing 6a is fixed to the lower end (leg) of the column 21.

The seismic isolation bearing 6a of the present embodiment is a so-called laminated rubber bearing including a laminated rubber 64 and an upper flange 65 and a lower flange 66 disposed above and below the laminated rubber 64. 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 placed 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. The receiving steel plate 8 may be installed as needed.
The receiving steel plate 8 has a recessed portion 81 formed on the upper surface thereof, and thus has a concave shape in cross section. The recess 81 has an area equal to or larger than the planar shape of the lower flange 66, and has a depth into which at least a part of the lower flange 66 can be inserted.
A bottomed buffer material hole 82 having an open top is formed on the bottom of the recess 81. The number and arrangement of the buffer material holes 82 are not limited and may be set as appropriate.

The cushioning material 9 is arranged in the cushioning material hole 82. That is, a cushioning material 9 is provided 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 formed of an elastic body having a dome shape protruding from the upper portion through the cushioning material hole 82. Although the material forming the cushioning material 9 is not limited, for example, synthetic rubber foam, urethane rubber, polyethylene rubber, or the like may be adopted. Further, the shape of the cushioning material 9 is not limited, and may be, for example, a columnar shape.

Note that the receiving steel plate 8 may be formed with a groove for installing the cushioning material 9 instead of the cushioning material hole 82. In this case, as the cushioning material 9, a plate-shaped elastic body may be used. When the receiving steel plate 8 is omitted, the cushioning material 9 may be installed on the upper surface of the lower structure B or the lower surface of the lower flange 66.
Other details of the building 1 (vibration damping structure) according to the second embodiment are the same as the contents shown in the first embodiment, and thus detailed description thereof will be 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 when a large horizontal force is applied, the cushioning material 9 is not damaged.

Further, when the multi-layered sleeve wall-attached column 2 is rotationally deformed about the legs due to the horizontal force acting on the building 1, the damper 5 provided at the tip of the sleeve wall 22 is largely deformed. The reaction force of the damper 5 concentrates on the leg portion of the column portion 21, but when a reaction force exceeding the long-term bearing axial force acts, the leg portion rises as shown in FIG. 6(b). After the floating, the beam 4 bears the reaction force of the damper 5, so that the deformation of the damper 5 is not significantly reduced and the vibration damping performance is not reduced.

By providing the cushioning member 9 on the leg portion, the gradient of the force-displacement relationship becomes smooth, and after the leg portion floats up, the impact when the leg portion comes into contact with the ground is mitigated.

Since the cushioning material 9 is arranged in the cushioning material hole 82, the load after the cushioning material 9 is deformed to be accommodated in the cushioning material hole 82 is supported by the receiving steel plate 8. That is, with respect to the load of the multi-layered sleeve wall-attached column 2, a part thereof is supported by the cushioning material 9, and the rest is supported by the steel plate 8. Therefore, the degree of freedom in designing the cushioning material 9 can be increased.

As described above, in the building 1 (vibration damping structure) of the present embodiment, lifting of the column 2 with multi-story sleeve walls is allowed for tensile force, and the cushioning member 9 acts for compressive force and horizontal force. By limiting the applied force, the downward vertical load is supported by the lower structure B, and the column 2 with multi-layered sleeve walls can smoothly rotate.
Since the other operational effects of the building 1 of the second embodiment are similar to those of the building 1 of the first embodiment, detailed description thereof will be omitted.

The embodiments of the present invention have been described above. However, the present invention is not limited to the above-described embodiment, and each of the above-described constituent elements can be appropriately modified 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 of use, scale, shape, etc. of the building 1 are not limited.
The arrangement of the vibration damping structure is not limited to the central portion of the building 1.

In the first embodiment, the case where the head and legs of the column 2 with multi-layered sleeve walls are pin-joined to the building 1 has been described, but the head and legs of the column 2 with multi-layered sleeve walls are described. The parts may be semi-rigidly joined to the building 1. Further, in the multi-layered sleeve wall-attached column 2, one of the head portion and the leg portion may be pin-joined, and the other may be semi-rigidly joined. Further, only one of the head and the leg of the multi-layered sleeve wall-attached column 2 may be pin-joined or semi-rigid-joined to the building 1.

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

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

1 Building 11 High-rise part 12 Low-rise part 2 Multiple-story column with sleeve wall 21 Column 22 Sleeve wall 3 Column 4 Beam 5 Damper (energy absorbing member)
6 pin bearing 6a seismic isolation bearing 64 laminated rubber 65 upper flange 66 lower flange 8 receiving steel plate 81 recess 9 cushioning material

Claims (2)

A pair of pillars with multi-layered sleeve walls provided in the central portion of the low-rise part of the building in plan view,
A pillar provided in a high-rise part of the building above the outer periphery of the building in plan view or above the pillar with the multi-story sleeve wall,
A beam laterally bridged between the columns and between the column and the column with the multi-layered sleeve wall,
A vibration damping structure comprising: an energy absorbing member connected to a side edge of a sleeve wall of the pillar with a multi-layer sleeve wall,
The beam across the columns is rigidly connected to the column,
The ends of the beams that are laterally bridged between the pillars and the pillars with multi-layered sleeve walls are pin-bonded or semi-rigid-bonded,
The head and/or legs of the multi-layered sleeve wall column are pin-joined or semi-rigid-joined to the building ,
A plurality of the energy absorbing members are installed in the vertical direction between the sleeve walls of the pair of columns with continuous sleeve walls adjacent to each other, and connect the pair of columns with continuous sleeve walls . Vibration control structure. The low-rise part has a lower rigidity than the high-rise part of the building,
A seismic isolation bearing fixed to the leg of the pillar with the multi-layered sleeve wall,
The damping structure according to claim 1, further comprising a cushioning material interposed between the lower surface of the seismic isolation bearing and the building.

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