JPH11200660A - Vibration control structure for construction - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration control structure for a construction, capable of efficiently controlling vibration caused by earthquake and wind without increasing the gross weight of the construction. SOLUTION: Double floor materials 16 are respectively arranged on the stores of a multistoried building 10, in which plural stories are constructed, and supported to be relatively displaceable to the multistoried building 10 under vibration with a damping arrangement 12. When the multistoried building 1 is vibrated during earthquake, the double floor materials 16 as additional masses are moved at the stories with inertial force to cause a relative vibration difference from the multistoried building 10 (cause a phase difference) and thus restrain the vibration. In such a system that vibration energy is absorbed in story units to damp a whole construction, no additional mass is required at the top of the construction, so that the increasing gross weight of the construction is avoided.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

TECHNICAL FIELD The present invention relates to a structure for damping a structure.

[0002]

2. Description of the Related Art A vibration damping structure controls vibration generated in a structure due to an earthquake or wind, and is roughly classified into a passive system and an active system.

In the passive method, as shown in FIG. 34, when a building 120 shakes, a pendulum 122 tuned to the shaking cycle of the building 120 causes a resonance phenomenon and shakes. It absorbs energy (so-called TMD: Tuned Mass Dampe).
r).

[0004] Further, as shown in FIG.
The additional mass 126 is mounted on the rooftop of the vehicle so as to be relatively movable, and the additional mass 126 is connected to the building 124 via a damper 128. From the ratio of the weight of the building 124 to the weight of the additional mass 126, the optimum damper is used. In some cases, the damping force of 128 is tuned and the damping force is positively applied to the building 124 to suppress the resonance vibration.

On the other hand, in the active system, as shown in FIG. 36, an additional mass 126 movably mounted on the rooftop of a building 124 is attached to an actuator 13 using hydraulic pressure or the like.
0 to control the swing of the building 124 (so-called AMD: Active Mass Dampe).
r).

That is, the sensor 132 detects the input seismic motion and the sensor 134 detects the shaking of the building 124, and outputs a signal to the control device 136. Here, the control device 13
6 calculates an optimal control force for damping the building 124 based on the output signals from the sensors 132 and 134.
Then, the actuator 130 is driven to add the additional mass 1.
26, and the reaction force suppresses the shaking of the building 124.

As described above, all of the conventional vibration damping structures are:
Constant weight (usually 1% of building weight, at most 3
%) Had to be placed separately on top of the building. For this reason, the total weight of the building is increased, and accordingly, it is necessary to increase the design strength of the structural member, which has led to an increase in the construction cost.

[0008] Also, since the size of the additional mass is limited, the current TMD-type vibration damping device usually takes measures against the wind, but if the specifications are assumed to include an earthquake, the TMD-type device is not suitable. Too large.

Further, a building vibrates in a higher-order mode by swinging back. However, a conventional method of controlling vibration only on the top floor has a limit in vibration control.

[0010]

SUMMARY OF THE INVENTION In view of the above fact, the present invention provides a vibration damping structure for a structure capable of efficiently controlling shaking due to an earthquake or wind without increasing the total weight of the structure. The task is to

[0011]

According to the first aspect of the present invention, additional masses are respectively arranged on each level of a structure in which a plurality of levels are constructed by structural members such as columns and beams. The mass is supported so as to be able to move relative to the swing of the structure.

That is, when a structure shakes during a strong wind or an earthquake, the added mass moves by inertial force at each level of the structure, causing a difference in relative shaking with the structure (generating a phase difference),
Suppress vibration.

As described above, in the method of absorbing vibration energy in each layer unit and damping the entire structure, no additional mass is required at the top of the structure, so that the weight of the entire structure does not increase. In addition, since vibration energy is absorbed in each layer, the design of the structural member becomes easy, and the design strength of the structural member can be made equal to that of a normal structure (a structure that is not a vibration damping structure).

Further, the structure vibrates in a higher-order mode during an earthquake or the like, but the vibration of the structure can be efficiently controlled by absorbing the vibration energy at each level.

According to the second aspect of the present invention, the floor material is used as the additional mass. This flooring is required to have a certain weight as an additional mass, but by absorbing vibration energy at each level, the thickness of the floor slab as a structural member can be reduced, so that the weight of the entire structure does not increase much. .

According to the third aspect of the present invention, an inner wall material such as a waist wall, a hanging wall, and a sleeve wall is used as the additional mass.
As described above, by using the inner wall material originally included in the total weight of the structure as the additional mass, the additional mass is not required separately, and the weight of the entire structure does not increase.

In the invention according to claim 4, an outer wall material such as a curtain wall is used as the additional mass. As described above, by setting the outer wall material to have the additional mass, the installation space for providing the additional mass inside the structure becomes unnecessary, and the effective use volume of the structure is increased.

According to the fifth aspect of the present invention, the additional mass and the structure are connected by the damping means. Since the damping device positively applies a damping force to the structure, the convergence time of the swing of the structure is shortened.

According to the invention described in claim 6, a frame of a plurality of levels is set up from the ground, and a support plate is suspended from the frame in a swingable manner. A low-rise building is built on this support plate. Further, the support plate and the frame are connected by damping means.

In this configuration, when the frame shakes during an earthquake or the like, the support plate on which the low-rise building is mounted moves due to inertial force, causing a difference in relative shaking with the frame (generating a phase difference), and vibration of the frame. Suppress. Further, a damping force is added by the damping means, and the swing of the frame and the support plate can be quickly converged.

[0021]

FIG. 1 shows a high-rise building 10 using a structural damping structure according to a first embodiment.

The high-rise building 10 is provided with pillars 14 as structural members rising from the foundation ground and slabs 18 erected on the pillars 14 to provide a room space of several tens of floors. Each living room is provided with a double flooring 16. The double flooring 16 has a double flooring structure, and has a greater thickness than the slab 18 and has a weight as an additional mass.

Four damping devices 12 using a toggle mechanism are arranged between the double flooring 16 and the slab 18 so that the vibration damping directions are orthogonal to each other when viewed in plan (see FIG. 1). (See FIG. 2).

As shown in FIG. 2 and FIG.
Has a first arm 22. This first arm 22
Is rotatably connected to a shaft 26 erected from a mounting block 24 fixed to the slab 18 on the floor side. The first arm 22 projects in parallel with the slab 18, and has a free end rotatably connected to a connection shaft 28.

A free end of a second arm 30 projecting parallel to the slab 18 is rotatably connected to the connecting shaft 28, and an intersection angle between the axis of the first arm 22 and the axis of the second arm 30 is drawn. Is set to be an acute angle,
The first arm 22 and the second arm 30 constitute a toggle mechanism. Further, one end of the second arm 30 is rotatably connected to a shaft 34 hung from a mounting block 32 fixed to the upper structure 16.

Also, the elastic spring 3
6 and is connected to the pillar 14 so that the set position of the double flooring 16 is maintained.

Next, the function of the vibration damping structure of the structure according to the present embodiment will be described with reference to the schematic diagrams shown in FIGS.

For convenience, the description will be made assuming that the damping device 12 arranged symmetrically with respect to the X axis is a unit 12A and the damping device 12 arranged symmetrically with respect to the Y axis is a unit 12B.

Here, the building 20 shakes due to an earthquake or the like,
As shown in FIG. 4, it is assumed that the double flooring 16 as an additional mass is horizontally deformed δ1 relative to the floor-side slab 18 in the negative direction of the X-axis. At this time, in the unit 12B, the connecting shaft 28 rotatably connecting the free ends of the first arm 22 and the second arm 30 performs an arc motion about the shaft 26 while maintaining a symmetrical shape with respect to the X axis. And the amount of movement is δ2 in the right unit 12B in the direction opposite to the vibration direction,
In the unit 12B on the left side, δ3 (δ2
<Δ3), which is larger than the horizontal deformation amount δ1 of the double flooring 16. The amplification factor is further increased by making the intersection angle θ between the axis of the first arm 22 and the axis of the second arm 30 acute, and can also be adjusted by changing the mounting position and length of the arm. it can.

As described above, a small displacement of the shaft body 34 is amplified to a large displacement of the connecting shaft 28, and a relation of small displacement × large force = large displacement × small force is established.
And the vibration of the double flooring 16 and the slab 18 is attenuated by the frictional force generated in the connection shaft 28 portion.

On the other hand, in the unit 12A, the double floor material 16
Is horizontally deformed relative to the slab 18 in the negative direction of the X-axis, the connecting shaft 28 rotatably connecting the free ends of the first arm 22 and the second arm 30 to the shaft 26
And the amount of movement is amplified to δ4 in the vibration direction by the right vibration damper of the unit 12A and to δ5 in the vibration direction by the left vibration damper of the unit 12A.
Is larger than the horizontal deformation amount δ1. This amplification factor is determined by the intersection angle θ between the axis of the first arm 22 and the axis of the second arm 30.
Is further increased by setting the angle to be an acute angle. Also, δ4 and δ5
Since the magnitude of varies depending on the length of the arm and the magnitude of the intersection angle, it can be set arbitrarily.

In the unit 12A, as shown in FIG. 5, even if the double floor material 16 is horizontally deformed relative to the slab 18 by .delta.1 in the positive direction of the X axis, the moving amount of the connecting shaft 28 is reduced. , And the control mechanism on the right side of the unit 12A has the property that the movement direction is reversed to δ5 (δ4> δ5), but the amplification magnification does not change.

As shown in FIG. 6, it is assumed that the double flooring 16 is horizontally deformed δ1 relative to the slab 18 in the positive direction of the Y-axis. At this time, in the unit 12B, the movement amounts of the connection shaft 28 are δ4 and δ5, and in the unit 12A, the movement amounts of the connection shaft 28 are δ2 and δ3.
Becomes

As described above, by arranging the units 12A and 12B symmetrically, the high-rise building 10 shakes due to an earthquake or the like, and the double flooring 16 is horizontally deformed relative to the slab 18 in any direction. Even, each damping device 1
Although the behavior of No. 2 is different, the amplification factor as a whole is constant, and the irregular movement of the high-rise building 10 is regulated.

As shown in FIG. 1, a double flooring material 16 constituting a base-isolated floor structure is provided in each living room. Relative displacement. That is, the added mass moves by the inertial force in each story of the high-rise building 10, causing a difference in the relative swing from the high-rise building 10 (a phase difference is generated), and suppressing the vibration of the entire high-rise building 10.

As described above, in the method of damping the entire high-rise building 10 by absorbing the vibration energy of each floor, it is not necessary to separately arrange an additional mass on the roof or the like of the high-rise building 10 as in the related art. The weight of the entire high-rise building 10 does not increase. In addition, since vibration energy is absorbed in each layer, design of structural members such as columns and slabs is facilitated, and it is not necessary to increase design strength more than necessary.

Further, as shown in the comparative schematic diagram of FIG. 7 (a two-story structure is taken as an example), a method of absorbing vibration energy only by the additional mass A on the top floor as in a conventional vibration damping structure. In this case, it is difficult to reduce the influence of the higher-order mode. However, in the present embodiment, since the vibration energy is absorbed in each layer B, the amplitude can be reduced even in the higher-order mode.

Next, a vibration damping structure for a structure according to the second embodiment will be described. As shown in FIG. 8, in the second embodiment, the load of the double flooring 16 is received by the laminated rubber 38. As a result, the thickness of the arm constituting the damping device 12 can be reduced. Further, since the laminated rubber 38 also holds the position of the double flooring material 16, the elastic spring 36 may not be provided.

Further, by changing the properties of the rubber constituting the laminated rubber 38, even if the double floor material 16 vibrates in the vertical direction, the vibration can be attenuated. In addition, in this embodiment, the point that the double flooring material 16 functions as an additional mass is the same as in the first embodiment.

As shown in FIG. 9, in the third embodiment, the double floor member 16 is suspended from the slab 18 on the ceiling side by the suspension member 40, and is swingable. The hanging member 40 is designed in consideration of the rigidity in the horizontal direction and the like, and can hold the double floor member 16 at the set position.

For this reason, since it is not necessary to provide an elastic spring, the number of parts can be reduced. Further, since the attenuation device 12 only needs to support the weight of a human, the device itself can be reduced in size, thereby reducing the installation space under the floor. In this embodiment, the double flooring material 16
Is similar to the first embodiment in that it functions as an additional mass.

Next, a vibration damping structure for a structure according to a fourth embodiment will be described. As shown in FIG. 10 and FIG.
A holding plate 42 is placed on the table. The holding board 42
As shown in FIG. 14, the board is made of hard plastic, lightweight concrete, PC plate, or the like, and is designed to have a thickness that does not contact the double flooring 16.

Further, the holding plate 42 is formed with a circular holding portion 44 penetrating the upper and lower surfaces at predetermined intervals. The inner diameter of the holding portion 44 is set to be larger than the outer diameter when the sphere 14 described later is compressed and deformed, and the sphere 14 is surrounded in a non-contact state. Thereby, the sphere 1
When the roller 4 starts rolling, it hits the holding portion 44 for the first time.

As described above, the holding portion 44 is made of a material having a damping performance (high damping rubber, natural rubber, viscoelastic body, etc.).
The spherical body 46 formed by the above is stored. This sphere 46
On top of this, a heavy double flooring 16 such as a concrete plate
Is placed. As a result, the spherical body 46 receives a compressive load, is compressed and deformed into an elliptical shape, and comes into contact with the slab 18 and the double flooring 16 on the surface.

The periphery of the double flooring 16 is connected to the column 14 by an elastic spring 36, and the set position of the double flooring 16 is held by the restoring force of the elastic spring 36. .

Next, the function of the vibration damping structure for a structure according to the fourth embodiment will be described. In the state shown in FIG. 11, when the slab 18 moves leftward due to an earthquake or the like, as shown in FIG. 12, the spherical body 46 is elastically deformed by the surface friction between the slab 18 and the double flooring 16. And double flooring 16
Is within the elastic deformation range of the spherical body 46, the vibration and vibration of the slab 18 are not transmitted to the double flooring 16 due to its vibration isolating function.

When the seismic force is large and the relative displacement between the slab 18 and the double flooring 16 exceeds the elastic deformation range of the spherical body 46, as shown in FIG.
With the relative movement of 6, the sphere 46 starts rolling rightward between the slab 18 and the double flooring 16.

At this time, the sphere 46 compressed and deformed and crushed
Since the inside undergoes shear deformation during rotation, it exhibits a damping force, and the frictional resistance between the slab 18 and the double flooring 16 when the rotating body rolls also acts as a damping force at the same time. Exhibits a high damping effect.

On the other hand, even if the slab 18 vibrates in the vertical direction, the sphere 46 is sheared and deformed, and the vibration is attenuated. In the present embodiment, by disposing the holding plate 42,
The work of laying the spheres 46 is facilitated, and when the double flooring 16 vibrates up and down, the spheres 46 do not jump and displace.

In this embodiment, the position of the double floor member 16 is held by the restoring force of the elastic spring 36. However, as shown in FIG. May be returned to the position. Also in this embodiment, the point that the double flooring material 16 functions as an additional mass is the same as in the first embodiment.

Next, the function of the vibration damping structure for a structure according to the fifth embodiment will be described. As shown in FIG. 16, in the fifth embodiment,
Basically, it is a combination of the invention according to the second embodiment and the invention according to the fourth embodiment. Then, the mounting block 24 of the damping device 12 is fixed on the exposed beam 50 by partially recessing the wall of the high-rise building 10 in order to arrange the sphere 46 at the center of the double flooring 16. The mounting block 32 is fixed to the end of the double flooring 16.

As described above, by supporting the double flooring material 16 with the spherical body 46, the double flooring material 16 does not require much strength. Further, a large damping force can be applied to the double flooring 16 by the sphere 46 and the damping device 12.

Next, the function of the structure damping structure according to the sixth embodiment will be described. As shown in FIGS. 17 to 19, in the sixth embodiment, a waist wall 52 is used as an additional mass. The upper end of an arm 54 is rotatably connected to the waist wall 52. The lower end of the arm 54 is rotatably supported by the slab 18. Thus, the waist wall 52 is unstable and easily falls down due to the shaking.

Further, on the upper part of the waist wall 52, a laminated rubber 38 is provided.
(Alternatively, an elastic spring may be used.). The upper end of the laminated rubber 38 partially recesses the wall of the high-rise building 10 and is fixed to the top wall of the recessed portion.

Next, the function of the vibration damping structure of the structure according to this embodiment will be described. The lower part of the waist wall 52 is supported in an unstable state, and when the high-rise building 10 rolls, it swings largely due to inertial force, and causes a phase difference between the high-rise building 10 and the high-rise building 10 in each story. Thereby, vibration energy is absorbed in each story, and the whole high-rise building 10 can be damped. Further, the laminated rubber 38 gives a damping force to the high-rise building 10.

Further, by using the inner wall material such as the lumbar wall 52 as the additional mass, the weight of the high-rise building 10 does not increase.

Next, a structure for damping a structure according to a seventh embodiment will be described. As shown in FIG. 20, in the seventh embodiment, the lumbar wall 5
2 are connected to the column 14 by a hydraulic damper 56 or the like and an elastic spring 36 to provide a damping force,
The set position is maintained. Note that the point of absorbing vibration energy in each layer is the same as in the first embodiment.

Next, a vibration damping structure for a structure according to an eighth embodiment will be described. As shown in FIG. 21, in the eighth embodiment, a lumbar wall 52 as an additional mass is supported on the slab 18 by a damping device 58 using a toggle mechanism.

The damping device 58 includes a first arm 6 having an end connected to a rotation bearing 60 provided on the lower surface of the waist wall 52.
2 and a second arm 66 whose end is connected to a rotary bearing 64 provided on the slab 18. First arm 6
The free ends of the second arm 66 and the second arm 66 are rotatably connected by a first rotating hinge 68 at a predetermined angle.

The lower surface of the waist wall 52 is provided with a rotation bearing 72.
The rotation support 72 has a third arm 74.
Are connected. Further, the slab 18 is provided with a rotation bearing 76, and the rotation bearing 76 has a fourth bearing.
The ends of the arms 78 are connected. This third arm 7
The free ends of the fourth and fourth arms 78 are rotatably connected by a second rotation hinge 80 at a predetermined angle.

Further, a damper 82 and an elastic spring 84 are rotatably connected to the first rotating hinge 68 and the second rotating hinge 80.

Next, the function of the vibration damping structure for a structure according to the eighth embodiment will be described. When the slab 18 is displaced in the lateral direction due to an earthquake or the like, the damper 82 and the elastic spring 86 expand and contract more than the relative displacement between the waist wall 52 and the slab 18, and are referred to as small deformation × large force = large deformation × small force. Establish a relationship. Thereby, the vibration of the waist wall 52 is controlled, and the vibration of the high-rise building 10 is attenuated by the action of the waist wall 52 as the additional mass. Note that the laminated rubber may be arranged between the waist wall 52 and the slab 18 to apply a large damping force to the waist wall 52.

Next, a vibration damping structure for a structure according to a ninth embodiment will be described. As shown in FIG. 22, in the ninth embodiment, a hanging wall 86 serving as an additional mass is used. This hanging wall 8
Reference numeral 6 denotes a suspending member 88 which is swingably suspended from the slab 18 on the ceiling side. The damping device 58 described in the eighth embodiment is disposed between the hanging wall 86 and the slab 18 so as to amplify the vibration and apply the damping force with a small force.

As described above, even when the hanging wall 86 is used as an additional mass, vibration energy can be absorbed for each layer. In addition, as shown in FIG. 23, the laminated rubber 38 is disposed in place of the hanging member 88, and a large damping force is applied to the hanging wall 86.
May be provided.

Next, a vibration damping structure for a structure according to a tenth embodiment will be described. As shown in FIG. 24, in the tenth embodiment, a sleeve wall 90 is used as an additional mass. This sleeve wall 90
Are supported on the slab 18 by a laminated rubber 38 to add a damping force. In addition, sleeve wall 90 and pillar 1
The damping device 58 described in the eighth embodiment is disposed between the damper 4 and the damper 4 to amplify the vibration and add the damping force with a small force.

As described above, even if the sleeve wall 90 is used as an additional mass, vibration energy can be absorbed for each layer. In addition, as shown in FIG. 25, the sleeve wall 90 may be supported by a support 92 so as to be relatively movable with respect to the slab 18 instead of the laminated rubber 38.

Next, a vibration damping structure for a structure according to the eleventh embodiment will be described. As shown in FIGS. 26 to 28, in the eleventh embodiment, a curtain wall 94 or the like is used as an additional mass. On the back surface of the curtain wall 94, a hook portion 96 is provided so as to be swingable. This hook part 9
6 is suspended from an arm 98 that is swingably attached to the beam 50. As a result, the curtain wall 94 can be displaced relative to the beam 50.

The damping device 12 described in the first embodiment is disposed below the back surface of the curtain wall 94, and the mounting block 24 is fixed to the beam 50 and the mounting block 32 is fixed to the back surface of the curtain wall 94. Have been. Further, the joints of the curtain wall 94 are caulked with putty P having a damping property as a viscoelastic body.

Next, the function of the vibration damping structure for a structure according to the eleventh embodiment will be described. When the beam 50 is horizontally deformed by an earthquake or the like as shown in FIG.
The displacement of the curtain wall 94 is amplified, and the vibration of the curtain wall 94 is controlled with a small force. At this time, the vibration of the building can be suppressed by using a material that elastically deforms the putty P to give a damping force. The vibration of the high-rise building 10 is also attenuated by the action of the curtain wall 94 as an additional mass.

As described above, by using the curtain wall 94 as an outer wall material covering the entire outer wall surface as an additional mass, there is no need to configure a mechanism for supporting the additional mass in the high-rise building 10 so as to be relatively displaceable. Therefore, a space for constructing the vibration damping structure is not required, and the effective use volume of the high-rise building 10 is increased.

As shown in FIGS. 30 and 31, the damping devices 12 may be arranged symmetrically on both sides of the curtain wall 94 to exert a large damping force.

Next, a vibration damping structure for a structure according to a twelfth embodiment will be described. As shown in FIG. 32 and FIG. 33, in the twelfth embodiment, the rigid concrete
Have been launched. The support 102 has a beam 10
4 is built, building 5 to 20 stories
5 can be accommodated.

Also, two suspension members 106 are respectively suspended from the beam member 102 so as to be swingable. This hanging material 1
At 06, a support plate 108 is suspended. On this support plate 108, a building 105 of several floors is constructed. In the support column 102, the elevator facility 1
10 and the like are provided.

Further, shoes (not shown) are provided on the columns 102 and the outer walls of the building 105. Rollers are arranged on the shoes, and a crossing corridor 112 which can slide on the rollers is constructed. In addition, the passage corridor 112 can be used as a friction damper using sliding.

As a result, it is possible to access the crossing corridor 112 from the ground using the elevator facility 110 and move from the support 102 to the building 105 through the crossing corridor 112. Further, a damping device such as a toggle may be attached between the support 102 and the building 105.

On the other hand, the mounting block 24 of the damping device 12 described in the first embodiment is
The mounting block 32 of the damping device 12 is connected to 04, and has the same configuration as the double flooring described in the third embodiment.

In the twelfth embodiment, the building 105 functions as an additional mass, and controls the swing of the frame at each level. Further, since the shaking of the building 105 is converged in a short time by the damping device 12, the occupants do not feel uneasy.

As described above, in the present embodiment, the vibration of the additional mass is positively converged by using the vibration damping device or the damper. Needless to say, the entire swing may be suppressed.

[0079]

According to the present invention having the above-described structure, it is possible to efficiently control shaking caused by an earthquake or wind without increasing the total weight of the structure.

[Brief description of the drawings]

FIG. 1 is a front sectional view of a high-rise building using a structural damping structure according to a first embodiment.

FIG. 2 is a perspective view of a damping device used in the vibration damping structure of the structure according to the first embodiment.

FIG. 3 is a plan view of the damping device used in the vibration damping structure of the structure according to the first embodiment.

FIG. 4 is a plan view showing the movement of the damping device used in the vibration damping structure of the structure according to the first embodiment.

FIG. 5 is a plan view showing the movement of the damping device used in the vibration damping structure of the structure according to the first embodiment.

FIG. 6 is a plan view showing the movement of the damping device used in the vibration damping structure of the structure according to the first embodiment.

FIG. 7 is a schematic diagram showing a difference in vibration between a vibration damping structure of a structure according to the first embodiment and a conventional vibration damping structure.

FIG. 8 is a front cross-sectional view of a high-rise building using a structure damping structure according to a second embodiment.

FIG. 9 is a front cross-sectional view of a high-rise building using a structure damping structure according to a third embodiment.

FIG. 10 is a front cross-sectional view of a high-rise building using a structure damping structure according to a fourth embodiment.

FIG. 11 is an enlarged sectional view of a living room in which a structure damping structure according to a fourth embodiment is used.

FIG. 12 is an enlarged sectional view of a living room in which a structure damping structure according to a fourth embodiment is used.

FIG. 13 is an enlarged sectional view of a living room in which the structure damping structure according to the fourth embodiment is used.

FIG. 14 is a plan view showing a holding plate of a vibration damping structure for a structure according to a fourth embodiment.

FIG. 15 is a front sectional view showing a modification of a high-rise building in which the structure vibration damping structure according to the fourth embodiment is used.

FIG. 16 is a front cross-sectional view of a high-rise building using a structural damping structure according to a fifth embodiment.

FIG. 17 is a front cross-sectional view of a high-rise building using a structural damping structure according to a sixth embodiment.

FIG. 18 is an enlarged sectional view of a living room in which the structure damping structure according to the sixth embodiment is used.

FIG. 19 is a side sectional view of a living room in which a structure vibration damping structure according to a sixth embodiment is used.

FIG. 20 is an enlarged sectional view of a living room in which the structure damping structure according to the seventh embodiment is used.

FIG. 21 is an enlarged sectional view of a living room in which a structure damping structure according to an eighth embodiment is used.

FIG. 22 is an enlarged sectional view of a living room in which a structure damping structure according to a ninth embodiment is used.

FIG. 23 is an enlarged sectional view of a living room showing a modification of the vibration damping structure of the structure according to the ninth embodiment.

FIG. 24 is an enlarged sectional view of a living room in which the structure vibration damping structure according to the tenth embodiment is used.

FIG. 25 is an enlarged sectional view of a living room showing a modified example of the vibration damping structure of the structure according to the tenth embodiment.

FIG. 26 is a front cross-sectional view of a high-rise building using a structure vibration damping structure according to an eleventh embodiment.

FIG. 27 is an enlarged front view of a high-rise building using the structure vibration damping structure according to the eleventh embodiment.

FIG. 28 is an enlarged side view of a high-rise building in which the structure damping structure according to the eleventh embodiment is used.

FIG. 29 is an enlarged front view showing the movement of a high-rise building using the structure vibration damping structure according to the eleventh embodiment.

FIG. 30 is an enlarged front view showing a modification of a high-rise building using the structure vibration damping structure according to the eleventh embodiment.

FIG. 31 is an enlarged side view showing a modification of a high-rise building using the structure vibration damping structure according to the eleventh embodiment.

FIG. 32 is a front view of a high-rise building in which a structure damping structure according to a twelfth embodiment is used.

FIG. 33 is a plan view of a high-rise building using a structural damping structure according to a twelfth embodiment.

FIG. 34 is an explanatory view showing a conventional vibration damping structure.

FIG. 35 is an explanatory view showing a conventional vibration damping structure.

FIG. 36 is an explanatory view showing a conventional vibration damping structure.

[Explanation of symbols]

 12 damping device (damping means) 16 double floor material (floor material, additional mass) 52 waist wall (inner wall material, additional mass) 58 damping device (damping device) 86 hanging wall (inner wall material, additional mass) 90 sleeve wall ( Inner wall material, additional mass 94 Curtain wall (outer wall material, additional mass) 102 Frame 108 Support plate

────────────────────────────────────────────────── ─── front page continued (51) Int.Cl. ⁶ identifications FI E04B 2/56 602 E04B 2/56 602L 603 603F 622 622B 622T 632 632B 632C 632T 644 644A 5/43 5/43 H F16F 15/02 F16F 15/02 C (72) Inventor Takahiro Shintani 5-8-16 Maeharahigashi, Funabashi-shi, Chiba Prefecture (72) Inventor Masaharu Kubota 2 Sanbancho, Chiyoda-ku, Tokyo Tobishima Construction Co., Ltd.

Claims (6)

[Claims] 1. In a vibration damping structure of a structure in which a plurality of layers are constructed by structural members such as columns and beams, an additional mass is arranged on each layer of the structure, and the additional mass is used to shake the structure. A vibration damping structure for structures that is supported so that it can be displaced relatively. 2. The structure according to claim 1, wherein the additional mass is a floor material. 3. The structure according to claim 1, wherein the additional mass is an inner wall material. 4. The structure according to claim 1, wherein the additional mass is an outer wall material. 5. The structure according to claim 1, wherein the additional mass and the structure are connected by damping means. 6. A multi-story frame is set up from the ground, a support plate on which a low-rise building is constructed is suspended in the frame in a swingable manner, and the support plate and the frame are connected by damping means. Characteristic structure damping structure.