JP2018145626A - Damping structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration damping effect by a wide deformation from a large deformation to a small deformation of a building.SOLUTION: A weight 110 is hung on a beam 24 on the ceiling side of an uppermost layer 12H of a building 10 so as to be displaceable in the lateral direction by a hanging member 120. A damper 150 is connected to the beam 24 and the weight 110 at an angle. The damper 150 functions as a brace material to be locked or highly damped when any of the displacement, speed and acceleration of the weight 110 exceeds a threshold value.SELECTED DRAWING: Figure 2

Description

  The present invention relates to a vibration damping structure.

  Patent Document 1 discloses a technique related to a vibration control housing structure. In this prior art, the top floor truss and the intermediate truss, each of which has a truss structure and has a high bending rigidity, are provided between the top and the middle of the core wall of the building between the outer peripheral columns of the outer casing. And the lattice material which consists of an unbonded brace damper is incorporated in these top floor trusses and intermediate trusses.

  Patent Document 2 discloses a technique related to a bending control type damping structure. In this prior art, a truss beam protrudes from a building core to the side, a lower chord member of the truss beam is pin-bonded to the building core, and a vibration damper is provided between the upper chord member and the building core.

  In Patent Literature 1 and Patent Literature 2, a vibration damper is installed in the hat truss portion. In such a configuration, when the building is greatly deformed during an earthquake or the like, the vibration control effect is exhibited. However, when a building undergoes small deformation such as during strong winds, the deformation generated in the vibration damper is small, and the vibration damping effect cannot be fully exhibited.

  Therefore, there is a demand for a damping structure that exhibits a damping effect in a wide range of deformations from large deformations such as during earthquakes to small deformations such as during strong winds.

Japanese Patent Laid-Open No. 10-280725 JP 2009-114701 A

  In view of the above facts, an object of the present invention is to provide a damping structure that exhibits a damping effect in a wide range of deformation from large deformation to small deformation of a building.

  According to the first aspect of the present invention, a weight supported by a supporting member so as to be laterally displaceable on a structural member of a building, and the structural member and the weight are connected obliquely, and any of displacement, velocity, and acceleration of the weight is selected. And a damper that functions as a brace material by being locked or highly damped when the value exceeds a threshold value.

  According to the first aspect of the present invention, the damper exhibits a damping function when the deformation of the building in which all of the displacement, speed, and acceleration of the weight are below the threshold value is small. Therefore, the weight swings in synchronization with the small deformation (swing) of the building, thereby suppressing the small deformation of the building. During a large deformation of a building in which any of the displacement, speed, and acceleration of the weight exceeds a threshold value, the damper functions as a brace material by locking or increasing the damping. Therefore, the truss is formed by the weight, the structural member, and the damper (brace material), and the predetermined layer provided with the weight functions as the truss layer. And this truss layer suppresses large deformation of the building. As described above, the present damping structure exhibits a damping effect in a wide range of deformation of the building.

  The invention according to claim 2 is the vibration damping structure according to claim 1, wherein the support member is a suspension member that suspends the weight from the structural member.

  In invention of Claim 2, it is suspended by the suspension material from the structural member, and is supported so that a displacement in the horizontal direction is possible. At the time of large deformation of a building in which any of the displacement, speed, and acceleration of the weight exceeds a threshold value, the truss is formed by the weight, the structural member, and the damper (brace material), and the predetermined layer functions as the truss layer.

  A third aspect of the present invention is the vibration damping structure according to the first aspect, wherein the support member is an isolator provided on the structural member.

  In the invention according to claim 3, the weight is supported by an isolator provided on the structural member so as to be displaceable in the lateral direction. At the time of large deformation of a building in which any of the displacement, speed, and acceleration of the weight exceeds a threshold value, the truss is formed by the weight, the structural member, and the damper (brace material), and the predetermined layer functions as the truss layer.

  According to the vibration damping structure of the present invention, the vibration damping effect can be exhibited with a wide range of deformation from large deformation to small deformation of the building.

It is an elevation which shows typically the structure of the building of a first embodiment. It is an expanded elevation view which shows typically the structure of the upper layer part of the building of 1st embodiment. It is a top view which shows typically the structure of the uppermost layer of the building of 1st embodiment. It is an expanded elevation view which shows typically the structure of the upper layer part of the building of 2nd embodiment.

<First embodiment>
The building which concerns on 1st embodiment of this invention is demonstrated. In the figure, two orthogonal directions in the horizontal direction are indicated by an arrow X (X direction) and an arrow Y (Y direction), and the vertical direction is indicated by an arrow Z (Z direction).

[Construction]
First, the structure of the building 10 to which the vibration damping structure 100 of this embodiment is applied will be described.

  As shown in FIG. 1, a building 10 of this embodiment is constructed on a ground (not shown) and is composed of a number of layers 12 (aspect ratio (building height / building width (building height is the building width It is a large high-rise building divided by

  As shown in FIG. 3, the shape of the building 10 in plan view is a rectangular shape in which the width in the Y direction is longer than the width in the X direction. That is, the X direction is a direction along the short side, and the Y direction is a direction along the long side.

  As shown in FIG. 1, a core portion 20 where an elevator, a staircase, and the like gather is provided at the central portion of the building 10. A damping damper 50 is provided in the core portion 20 of each layer 12. Therefore, in the present embodiment, the vibration damper 50 is provided continuously (continuously) in the vertical direction.

  The damping damper 50 is a structural member that absorbs vibration energy of the building 10 during an earthquake or the like, and various types such as a steel damper, a viscoelastic damper, a viscous damper, and an oil damper can be applied.

  As shown in FIGS. 1 and 2, the vibration damper 50 according to the present embodiment includes a beam 24 on the ceiling side of the core portion 20 of each layer 12, a corner portion between the core portion column 28 and the floor side beam 24, and However, the present invention is not limited to this. For example, a vibration damper disposed in an inverted V shape or a vibration damper disposed in an X shape may be used.

  Of the internal pillars in the building 10, the pillars disposed on both sides of the core part 20 are the core part pillars 28, and the pillars other than the core part pillars 28 are the internal pillars 32 (see FIG. 3). This column is referred to as an outer peripheral column 30.

  As shown in FIG. 1, the vibration damping structure 100 of the present embodiment is applied to the uppermost layer 12H of the building 10. As shown in FIG. 2, the vibration control structure 100 includes a suspension member 120, a weight 110, and a damper 150. In addition, in this embodiment, as shown in FIG. 3, although the suspension material 120 (refer FIG. 2), the weight 110, and the damper 150 are provided, it is the same structure except for an arrangement place. Therefore, it explains without distinguishing.

  As shown in FIG. 2, the weight 110 is suspended by a rod-shaped suspension member 120 as an example of a support member so as to be displaceable in the lateral direction. The rod-shaped suspension member 120 is connected to the vicinity of the joint portion of the core column 28 and the internal column 32 in the beam 24 on the ceiling side of the uppermost layer 12H.

  As shown in FIG. 3, the weight 110 has a rectangular shape in a plan view, the inner column 32 is inserted into the insertion hole 112, and the core column 28 and the vibration damping damper 50 of the uppermost layer 12 </ b> H are inserted into the insertion hole 114. Is inserted. Further, the weight of the weight 110, the length of the suspension member 120, and the like are set so that the weight 110 is displaced (swayed) in the lateral direction in synchronization with the building 10.

  A damper 150 is obliquely connected to the vicinity of the joint of the core column 28, the inner column 32, and the outer column 30 in the beam 24 on the ceiling side of the uppermost layer 12H and the weight 110. The damper 150 is disposed along the X direction (short side direction) in plan view (see also FIG. 3).

  The damper 150 is locked or highly attenuated and functions as a brace material when any of the displacement, speed, and acceleration of the weight 110 exceeds a threshold value.

  It should be noted that any mechanism may be used that locks or highly attenuates when any of the displacement, speed, and acceleration of the weight 110 exceeds the threshold value. As an example, there is an oil damper that adjusts the resistance of oil by an adjustment valve, a switching valve, or the like.

[Action and effect]
Next, the operation and effect of this embodiment will be described.

  When a small deformation of the building 10 in which all of the displacement, speed, and acceleration of the weight 110 are less than or equal to a threshold value, such as during a strong wind, the damper 150 exhibits a damping function. Therefore, the weight 110 sways in synchronization with the small deformation (swing) of the building 10, thereby suppressing the small deformation of the building 10. That is, the suspension member 120, the weight 110, and the damper 150 function as a TMD (tuned mass damper) device. The insertion holes 112 and 114 of the weight 110 have a clearance so that they do not come into contact with the inner column 32, the core column 28, and the damping damper 50 even if the weight 110 is displaced laterally during such small deformation. It is secured.

  During a large deformation of the building 10 in which any of the displacement, speed, and acceleration of the weight 110 exceeds a threshold, such as during an earthquake, the damper 150 functions as a brace material by being locked or highly attenuated. Therefore, a truss is formed by the weight 110, the beam 24, and the damper (brace material) 150, and the uppermost layer 12H functions as a truss layer (hat truss). And the large deformation | transformation of the building 10 is suppressed by the uppermost layer 12H used as this truss layer. At this time, both the tensile force and the compressive force act on the rod-shaped suspension member 120.

  Thus, the vibration damping structure 100 of this embodiment can exhibit a vibration damping effect in a wide range of deformation of the building 10. If it demonstrates from another viewpoint, the damping structure 100 of this embodiment has the function of both a TMD (tuned mass damper) apparatus and a truss layer (hat truss).

  Here, in the present embodiment, the core portion 20 is provided with a vibration damping damper 50. As these damping dampers 50 exhibit a greater damping force, shear forces due to earthquakes concentrate on the core part 20, and a greater axial force acts on the core part column 28 to which the damping dampers 50 are connected. Then, the axial force acting on the core column 28 is accumulated as it goes to the lower layer 12, and the larger axial force acts on the core column 28 of the lower layer 12. In particular, as in the present embodiment, when the damping damper 50 is arranged continuously (continuously) in the vertical direction, this effect is increased.

  Due to the axial force acting on the core column 28, axial deformation occurs in the core column 28 and the layer 12 is inclined. And the bending deformation accompanying the inclination of the lower layer 12 becomes larger in the upper layer 12, and effective deformation is less likely to occur in the vibration damping damper 50, so that the vibration damping effect of the vibration damping damper 50 is reduced. Moreover, this tendency becomes strong in the case of a high-rise building 10 having a large aspect ratio as in the present embodiment.

  However, in the present embodiment, as described above, the damper 150 is locked or highly attenuated so that the damper 150 is locked or highly attenuated when the displacement of the weight 110 such as at the time of an earthquake, and any one of the displacement, speed, and acceleration exceeds a threshold value. The weight 110, the beam 24, and the damper (brace material) 150 form a truss, and the uppermost layer 12H functions as a truss layer (hat truss).

  Then, the uppermost layer 12H of the building 10 becomes a truss layer (hat truss) and becomes a rigid layer, so that the axial rigidity of the inner column 32 and the outer column 30 other than the core portion 20, particularly the outer column 30, is increased. It can utilize for suppression of bending deformation of this, and, thereby, bending deformation of the core part 20 can be suppressed. Thereby, since effective deformation can be generated in the vibration damping damper 50 arranged in the core portion 20, the vibration damping effect of the vibration damping damper 50 is improved, and as a result, large deformation of the building 10 is suppressed. .

  In general, buildings tend to have a natural period proportional to the building height. If the natural period of this building is close to the dominant period of the ground, the natural period of the building should be separated from the natural period of the ground because there is a concern that it will resonate with the amplified component of the earthquake amplified by the ground and generate a large response. .

  However, since the building height is determined by the building specifications (business plan), there is a limit to the adjustment of the building cycle, and it may be difficult to separate the natural cycle of the building and the ground. Particularly in the case of a high-rise building with a high aspect ratio, bending deformation is excellent, so that the adjustment range of the building cycle is narrow, and it becomes more difficult to separate the natural cycle of the building and the ground.

  However, in this embodiment, the uppermost layer 12H of the building 10 becomes a truss layer (hat truss), and the bending deformation is suppressed, so that the horizontal rigidity of the uppermost layer 12H is increased and the natural period of the building 10 can be shortened. It becomes. Therefore, it is made non-resonant with respect to the dominant period of the ground 18, and vibration amplification is suppressed or prevented.

<Second embodiment>
The building which concerns on 2nd embodiment of this invention is demonstrated. In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted or simplified.

[Construction]
First, the structure of the building 11 to which the vibration damping structure 200 of this embodiment is applied will be described.

  As shown in FIG. 4, the vibration damping structure 200 of the present embodiment is applied to the uppermost layer 12H of the building 11. The damping structure 200 includes an isolator 220, a weight 210, and a damper 150.

  The weight 210 is installed on the core column 28 and the inner column 32 so as to be laterally displaceable by an isolator 220 as an example of a support member. In this embodiment, the isolator 220 is a laminated rubber device, but is not limited to this. For example, a sliding bearing or a rolling bearing may be used. Further, the weight of the weight 210, the spring constant of the isolator 220, and the like are set so that the weight 210 is displaced (swaying) in the lateral direction in synchronization with the building 11.

  In the uppermost layer 12H of the building 11 of this embodiment, the core column 28 and the inner column 32 are shorter than the other layers 12, and a part of the beam 24 on the ceiling side and the damping damper 50 are not provided. .

  A damper 150 is obliquely connected to the vicinity of the joint of the core column 28, the inner column 32, and the outer column 30 in the beam 24 on the floor side of the uppermost layer 12H and the weight 210. The damper 150 is disposed along the X direction (short side direction) in plan view. When any of the displacement, speed, and acceleration of the weight 210 exceeds a threshold value, the damper 150 is locked or highly attenuated and functions as a brace material.

[Action and effect]
Next, the operation and effect of this embodiment will be described.

  When a small deformation of the building 11 in which all of the displacement, speed, and acceleration of the weight 210 are less than or equal to a threshold value, such as during a strong wind, the damper 150 exhibits a damping function. Therefore, the weight 210 sways in synchronization with the small deformation (swing) of the building 10, thereby suppressing the small deformation of the building 11.

  During a large deformation of the building 11 in which any one of the displacement, speed, and acceleration of the weight 210 exceeds a threshold value, such as during an earthquake, the damper 150 functions as a brace material by being locked or highly attenuated. Therefore, a truss is formed by the weight 210, the inner pillar 32, the core pillar 28, and the damper (brace material) 150, and the uppermost layer 12H provided with the weight 210 functions as a truss layer (hat truss). And the large deformation | transformation of the building 11 is suppressed by the uppermost layer 12H used as this truss layer.

  Thus, the vibration damping structure 200 of this embodiment can exhibit a vibration damping effect in a wide range of deformation of the building 11. If it demonstrates from another viewpoint, the damping structure 200 of this embodiment has the function of both a TMD (tuned mass damper) apparatus and a truss layer (hat truss).

  Further, the uppermost layer 12H of the building 11 becomes a truss layer (hat truss) and becomes a rigid layer, so that the axial rigidity of the inner column 32 and the outer column 30 other than the core portion 20, particularly the outer column 30, is increased. It can utilize for suppression of bending deformation of this, and, thereby, bending deformation of the core part 20 can be suppressed. In addition, since effective deformation can be generated in the vibration damping damper 50 disposed in the core portion 20, the vibration damping effect of the vibration damping damper 50 is improved, and as a result, large deformation of the building 11 is suppressed.

  Furthermore, in this embodiment, the uppermost layer 12H of the building 11 becomes a truss layer (hat truss), and the horizontal deformation of the uppermost layer 12H is increased by suppressing bending deformation, and the natural period of the building 10 can be shortened. It becomes. Thereby, it is made non-resonant with respect to the dominant period of the ground 18, and vibration amplification is suppressed or prevented.

<Others>
The present invention is not limited to the above embodiment.

  For example, the present invention is not limited to a new construction, and may be applied to the damping structures 100 and 200 on the uppermost layer 12H later (after construction) as seismic reinforcement.

  Further, the present invention may be applied to the layers 12 other than the uppermost layer 12H. Any layer that is effective as a truss layer installation position and also effective as a TMD installation position may be used.

  Moreover, the AMD (active mass damper) apparatus which moves the weights 110 and 210 actively and suppresses the shaking of the buildings 10 and 11 may be used.

  Moreover, in the said embodiment, although the damping damper 50 was provided in the core part 20 of each layer 12, it is not limited to this. The damping damper 50 may be provided in addition to the core portion 20, or the damping damper 50 may not be provided in all the layers 12 (even if there is a layer 12 in which the damping damper 50 is not provided). Good).

  Moreover, seismic elements other than the vibration damper 50 may be used. If seismic elements such as seismic braces and seismic walls are also affected by bending deformation during an earthquake, the truss layer can suppress the bending deformation.

  In addition, seismic elements, such as the damping damper 50, are not essential components in the present invention.

  Furthermore, the present invention can be implemented in various modes without departing from the gist of the present invention.

10 Building 11 Building 24 Beam (an example of a structural member)
28 Core part column (an example of a structural member)
32 Internal pillar (an example of a structural member)
100 Damping structure 110 Weight 120 Hanging material (an example of a support member)
150 Damper 200 Damping structure 210 Weight 220 Isolator (an example of a support member)

Claims (3)

A weight supported by a support member so as to be laterally displaceable on a structural member of the building;
A damper that obliquely connects the structural member and the weight, and that functions as a brace material by locking or increasing attenuation when any of displacement, speed, and acceleration of the weight exceeds a threshold value;
Damping structure with The support member is a suspension member that suspends the weight from the structural member.
The vibration damping structure according to claim 1. The support member is an isolator provided on the structural member.
The vibration damping structure according to claim 1.