JPH10280725A - Damping skeleton construction - Google Patents

Abstract

PROBLEM TO BE SOLVED: To promote damping efficiency by providing a beam having high bending rigidity equipped with a damper restoring the bending deflection of a core to a skeleton having the core in the vertical direction. SOLUTION: A building 1 is constituted of a cylindrical core wall 2 as an earthquake resisting wall and the circumferential skeleton 3. The skeleton 3 is constituted of the circumferential columns 4, circumferential beams and middle beams 6 constructed between the columns, beams and wall 2. Strut members 7, lattice members 8 and lattice members 9 as unbonded brace dampers are assembled between the highest floor section and up and down beams 6 of the intermediate floor, and the highest floor truss 10 and intermediate floor truss 20 are formed. In the case of an earthquake, the trusses 10 and 20 yield bending restoration to the wall 2, and the horizontal displacement of the wall 2 is controlled to keep it's balance. In that case, external force inputted to the trusses 10 and 20 is damped with the lattice members 9, and the whole cross section of the trusses 10 and 20 is plasticized to absorb vibration energy. By the constitution, the high damping effect can be displayed, and the cross section of a skeleton constituent can be reduced to curtail cost.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration damping structure suitable for use in a skyscraper or the like.

[0002]

2. Description of the Related Art As is well known, in recent years, a building such as a building has been required to have high vibration damping performance. For this reason, a seismic isolation / vibration damping structure incorporating various damper devices, reinforcing materials, and the like is required. Have been developed.

[0003]

However, most of the conventional techniques are directed to a normal frame structure. With such a technique, there is a problem that the vibration control effect cannot be effectively exerted particularly in a structure to which a structure having a high horizontal rigidity is applied, such as a reinforced concrete building or a skyscraper having a concrete earthquake-resistant wall. .
This is because if the horizontal stiffness of the structure is high, the interlayer displacement will be small, so that the conventionally used dampers etc. cannot effectively absorb the displacement energy, and the response reduction effect during an earthquake cannot be obtained as expected. It is.

The present invention has been made in view of the above points, and provides a vibration damping body structure capable of effectively improving the vibration damping performance even in a structure having an earthquake-resistant wall. As an issue.

[0005]

The invention according to claim 1 is
In a skeleton having a core part having high rigidity and continuous in the vertical direction, a beam member having a large bending rigidity is provided between a top or an intermediate part of the core part and an outer peripheral part or another core part of the skeleton. And a damper for bending back the bending deformation of the core portion is provided on the beam member.

According to a second aspect of the present invention, in the vibration damping structure according to the first aspect, the beam member has a truss structure,
It is characterized in that the damper is incorporated as a lattice material of a beam member of the truss structure.

[0007] The invention according to claim 3 is the invention according to claim 1 or 2.
In the above described vibration damping structure, the damper is an unbonded brace damper.

The invention according to claim 4 is the invention according to claims 1 to 3
In the vibration damping body structure according to any one of the above, a vertical damper for attenuating an axial displacement of the column is incorporated in a column near an end of the beam member.

The invention according to claim 5 is the invention according to claims 1 to 4.
The damping structure according to any one of the above, wherein the damper is incorporated after the other part of the structure is completed.

[0010]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, first and second embodiments of a vibration damping body structure according to the present invention will be described with reference to FIGS.

[First Embodiment] First, here, an explanation will be given using an example in which the damping body structure according to the present invention is applied to a building having a core portion at the center, for example.

As shown in FIG. 1 and FIG. 2, a skeleton of a building 1 includes a core wall (core portion) 2 located at a central portion,
And an outer peripheral frame 3 located on the outer peripheral side.

The core wall 2 is a so-called earthquake-resistant wall made of reinforced concrete, and has a cylindrical shape that is continuous from the foundation portion of the building 1 to the uppermost portion.

The outer frame 3 includes an outer column (column) 4 and an outer beam 5 (see FIG. 2) located at the outer periphery of the building 1.
It comprises an outer pillar 4, an outer beam 5, and an intermediate beam 6 installed between the core wall 2. The outer peripheral column 4 is made of steel pipe-filled concrete, steel frame reinforced concrete, steel frame or the like, the outer beam 5 is made of steel frame or steel reinforced concrete, and the intermediate beam 6 is made of a normal steel frame.

As shown in FIG. 1, the uppermost floor of such a building 1 is formed by incorporating a bundle 7 and lattices 8, 9 between upper and lower intermediate beams 6, 6. A top floor truss (beam member) 10 having a truss structure is provided.

At this time, the lattice member 8 arranged above the core wall 2 is made of a normal high-strength steel material, like the ordinary brace material.

A lattice member (damper) 9 disposed in a range between the core wall 2 and the outer peripheral column 4 is disposed, for example, in a substantially C-shape between the bundle members 7 adjacent to each other. .

As shown in FIG. 3, each lattice member 9 has a damper function as follows.
That is, the lattice material 9 is, for example, fy = 10 (N / mm
² ) A cross-sectionally cross-shaped steel material 12 made of extremely mild steel
Gusset plate 1 at both ends of which are also made of extremely mild steel
The steel material 12 is joined to the intermediate beam 6 and the bundle material 7 via the steel pipes 3 and 14, and an intermediate portion of the steel material 12 is inserted into a steel pipe 15 having a rectangular cross section over a predetermined length.
Reinforcing bars (not shown) are arranged around 2 and concrete (not shown) is filled.
An attenuating material 17 made of, for example, a viscoelastic body or a sponge made of neoprene rubber is adhered to an end surface of the steel material 12, whereby the steel material 12, surrounding concrete, reinforcing steel (not shown), and The steel pipe 15 is in an unbonded state. In this way, the lattice material 9
It has a configuration in which a so-called unbond brace damper is formed.

When the steel material 12 attempts to expand and contract in the axial direction, the lattice material 9 undergoes a relative displacement along the axial direction of the steel material 12 between the unbonded surrounding concrete and the surrounding concrete. This relative displacement is damped by the damping member 17. Therefore, the lattice material 9 has a configuration having a damper effect against a force acting on the steel material 12 in the axial direction.

As shown in FIG. 1, a bundle 7 and a lattice 9 made of unbonded brace dampers are also provided between the upper and lower intermediate beams 6, 6 on the intermediate floor of the building 1. An intermediate floor truss (beam member) 20 having the same configuration as the top floor truss 10 is arranged.

In the building 1 having such a structure, when a strong external force is applied due to an earthquake or the like, a strong truss structure having a truss structure provided between the top and middle portions of the core wall 2 and the outer peripheral columns 4 is provided. The top-floor truss 10 and the middle-floor truss 20 provide the core wall 2 with bending back according to the principle of stabbing, thereby suppressing horizontal displacement of the core wall 2 to achieve balance. At this time, the external force input to the top floor truss 10 and the middle floor truss 20 is attenuated by the lattice material 9 including the unbonded brace damper. When each lattice material 9 exerts a damping force, the top truss 10 and the middle truss 2
0 indicates that the entire cross section is plasticized and absorbs vibration energy due to the earthquake.

When constructing the building 1 as described above, the lattice member 9 composed of an unbonded brace damper is assembled after other parts have been assembled.

For this, first, the core wall 2 is formed, and the outer frame 3 is assembled with the intermediate beam 6, the bundle member 7, the lattice member 8 and the like other than the lattice member 9 in advance.

After a long-term load due to their own weight or the like is introduced into the core wall 2 and the outer frame 3 other than the lattice material 9, predetermined top trusses 10 and intermediate trusses 20 are to be formed. Attach the lattice material 9 to the position.

As a result, the structure is such that a long-term load does not act on each lattice member 9 but only a short-term load due to an external force such as an earthquake or wind acts.

In the vibration damping structure of the building 1 described above, a top truss 10 and a middle truss 20 having a large bending rigidity and comprising a truss structure are provided at the top and middle of the core wall 2.
The uppermost truss 10 and the middle truss 20 are provided between the outer skeleton 3 and the outer pillar 4, and a lattice material 9 made of an unbonded brace damper is incorporated in the truss 10. With such a vibration damping structure, when an earthquake or the like occurs, the core wall 2 is bent back by the top truss 10 and the middle truss 20 to alleviate bending deformation, and each lattice member 9 causes vibration due to the earthquake and the like. Energy can be absorbed, and a high damping effect can be obtained. Therefore, even if the building 1 is an ultra-high-rise building or an ultra-high-rise building having a predominant bending deformation, the vibration damping effect can be effectively exhibited and the response reduction effect at the time of an earthquake or the like can be improved. By improving the vibration damping performance of a super-high-rise or ultra-high-rise building in this way, it is possible to construct a land that is smaller than before and to make effective use of the land.

In the building of the building 1 having such a high vibration damping effect, the cross section of the members constituting the building can be reduced as compared with the conventional ordinary earthquake-resistant structure, thereby reducing the cost. It is possible to do.

In addition, the above-mentioned damping structure has a structure in which a top truss 10 and a middle truss 20 having a large flexural rigidity, such as a truss structure, are added to a conventional skeleton having a core.
Is formed, it is only necessary to incorporate the lattice material 9 or the like, so that it can be easily realized without any special restrictions on the structural plan and the architectural plan.

Further, the truss structure top truss 10,
The lattice material 9 incorporated in the middle floor truss 20 has a configuration having a damper function. The lattice in the truss structure is a member that receives stress effectively, and by providing such a lattice material 9 with a damper function, vibration can be efficiently damped. Moreover, since there are no movable parts such as a piston and a rotating pin mechanism, there is almost no energy loss (due to friction loss), and in this respect, the damping effect can be efficiently exhibited.

In addition, since the lattice material 9 is composed of an unbonded brace damper, the damper can have a simple structure, can be manufactured at low cost, and can be mounted on the site very easily. Can be.

In addition, the lattice material 9 is incorporated after the other part of the building of the building 1 is completed. As a result, a long-term load does not act on the lattice material 9 and a short-term load acts only when an earthquake or the like occurs. Thereby, the vibration damping effect of the lattice material 9 can be efficiently exhibited. in addition,
Lattice material 9 to which long-term load is not applied does not require jack-up or load change for maintenance or replacement for recovery after an earthquake, etc., making it possible to perform work easily and safely. Become.

Furthermore, by providing such a lattice material 9 particularly on the uppermost truss 10 at the top, maintenance and replacement work can be performed as compared with the case where the lattice material 9 is arranged in another part of the building 1. It can be done easily.

[Second Embodiment] Next, as a second embodiment of the vibration damping body structure according to the present invention, for example, an example in which a vertical damper is added near a beam member having large bending rigidity. This will be described with reference to FIG. In the second embodiment described below, the same reference numerals are given to configurations common to the first embodiment, and description thereof will be omitted.

As shown in FIG. 4, a core wall 2 is provided at the center of the building 21 and an outer peripheral frame 3 is provided on the outer peripheral side thereof.
A truss (beam member) 22 is provided between the outermost pillar 4 and the uppermost truss.

The top floor truss 22 is composed of upper and lower intermediate beams 6,6.
It is formed by incorporating the bundle material 7 and the lattice material 9 therebetween, and the lattice material 9 composed of the unbonded brace damper is assembled between the bundle materials 7, for example, in an X shape.

Further, a vertical damper 24 is incorporated in the outer peripheral column 4 located immediately below the end of the top floor truss 22. As shown in FIG. 5, the vertical damper 24
For example, a damper material 25 made of extremely mild steel of about fy = 10 (N / mm ² ) and having the same cross-sectional shape as the outer peripheral column 4 is incorporated as a part of the outer peripheral column 4 by a joint plate 26. .

In such a vertical damper 24,
The relative displacement in the vertical direction between the end of the top truss 22 and the outer peripheral column 4 can be absorbed and attenuated by the hysteretic energy absorbing damper material 25 made of extremely mild steel.

According to the vibration damping structure of the building 21 described above, the building 1 in the first embodiment (see FIG. 1)
As a matter of course, the same effect as that of the vibration damping structure is obtained, and the vertical damper 24 is incorporated immediately below the end of the top floor truss 22. Is efficiently absorbed, and the effect becomes more remarkable.

In the above-described second embodiment, the vertical damper 24 is incorporated in a portion directly below the end of the top truss 22. However, this is incorporated in the wall of the end of the top truss 22. It may be configured.

In the first or second embodiment, the structure of the building 1 or the building 21 as an example to which the damping structure according to the present invention is applied is not limited to the above. Instead, other configurations can be appropriately adopted.

For example, the lattice members 9 made of unbonded brace dampers are incorporated into the top floor trusses 10 and 22 in a C-shape or an X-shape. As shown in FIG. You may make it incorporate in a square shape. Also, as a damper incorporated as lattice material 9,
Instead of unbonded brace dampers, for example, various viscoelastic dampers using the shear viscous resistance of viscoelastic materials,
Various viscous material dampers utilizing the viscous resistance of the viscous band may be incorporated.

Further, as shown in FIG. 7, the building 3 is replaced with the lattice 9 made of unbonded brace dampers.
The damping wall 34 made of extremely mild steel (extremely low yield point steel) may be incorporated into the first truss (beam member) 32 and the middle truss (beam member) 33 of the first embodiment.

Further, the building 1 and the building 21 are provided with the reinforced concrete core wall 2 as the core portion, but other structures may be used as long as they are continuous in the vertical direction and have rigidity with each other. Good. For example, as shown in FIG. 8, a lattice material (damper) 43 may be incorporated only in the center of the building 41 as the core 42 of the building 41. Needless to say, the form of the lattice member 43 in this case is not limited to the C-shape, but may be an X-shape, an H-shape, or the like.

Also, for example, the core is not only at the center, but also at the center.
As shown in FIG. 9, two pairs of reinforced concrete core walls (core portions) 52, 52 are provided at both ends of a building 51.
The top floor truss (beam member) 53 incorporating the damping wall made of extremely mild steel or the lattice material 9 made of an unbonded brace damper may be provided between the core walls 52, 52. Of course, in the case of this building 51 as well, instead of the reinforced concrete core wall 52, core portions 55, 55 incorporating a lattice material (damper) 54 may be provided as in a building 51 'shown in FIG. Good.

Although the buildings 1, 1 'and 31 are provided with not only the top floor trusses 10 and 32 but also the middle floor trusses 20 and 33, the necessary and sufficient vibration damping performance can be obtained. If so, the configuration may be such that the intermediate floor trusses 20, 33 are eliminated. Conversely, buildings 21, 41, 51, 51 '
It is good also as a structure which provides a middle floor truss. of course,
In buildings 1, 1 ', 21, 31, 41, 51, and 51', intermediate floor trusses may be installed on a plurality of floors.

In addition, it goes without saying that the configuration of the first or second embodiment and the other examples mentioned above can be appropriately combined.

In addition, the replacement time of the lattice material 9 may be set by monitoring the accumulated energy absorption of the lattice material 9 incorporated as a damper, for example, and comparing the measured total energy absorption capacity. it can.

[0048]

As described above, according to the vibration damping structure according to the first aspect, a beam member having high bending rigidity is provided on the frame provided with the core portion, at the top or middle portion of the core portion, and at the center portion. The beam member is provided between the outer peripheral portion and another core portion, and a damper for bending back the bending deformation of the core portion is provided on the beam member. With such a vibration damping structure, in the event of an earthquake or the like, the core can be bent back by the beam member to mitigate deformation, and vibration energy due to the earthquake or the like can be absorbed by the damper provided on the beam member. , Can exhibit a high damping effect.
Therefore, by applying such a vibration damping structure to a super high-rise building or an ultra-high-rise building with a large aspect ratio and excellent bending deformation, the vibration damping effect is exhibited effectively and the response reduction effect in the event of an earthquake, etc. And land can be effectively used. The skeleton having such a high vibration damping effect can reduce the cross section of the members constituting the skeleton, as compared with the conventional ordinary earthquake-resistant structure, thereby making it possible to reduce the cost. . In addition, the above-mentioned damping frame structure requires only a beam member having a large flexural rigidity such as a truss structure and a damper to be incorporated into a frame having a conventional core portion in terms of external appearance. Without any special restrictions.

According to the vibration damping structure of the second aspect, the beam member has a truss structure, and the damper is incorporated as a lattice material of the beam member of the truss structure. By incorporating the damper into the lattice material of the truss frame in this manner, vibration can be efficiently attenuated. Moreover, since there are no movable parts such as a piston and a rotating pin mechanism, there is almost no energy loss (due to friction loss), and in this respect, the damping effect can be efficiently exhibited. By the way, for the purpose of raising the same effect as the vibration damping body structure according to the present invention, for example,
It is conceivable to insert a damper between the beam member with large bending rigidity provided for returning the core to the bend and the column at the outer peripheral portion of the skeleton, but in such a configuration, the outer wall and the roof slab are connected to each other. Since the relative deformation occurs between them, expansion joints and joints corresponding to the deformation are required, and there is a problem that the design of the building is impaired.
On the other hand, by incorporating the damper as a lattice material of the beam member of the truss structure as described above, the above-mentioned problem does not occur at all.

According to the vibration damping structure of the third aspect, the damper is an unbonded brace damper. This allows the damper to have a simple structure, can be manufactured at low cost, and can be mounted very easily on site.

According to the vibration damping body structure of the fourth aspect, a vertical damper is incorporated in a column near the beam member. Thereby, the vibration energy in the vertical direction can be efficiently absorbed, and the above effect can be further remarkable.

According to the vibration damping body structure of the fifth aspect, the damper is configured to be incorporated after the other part of the body is completed. Accordingly, a long-term load such as its own weight constantly acting on the frame does not act on the damper, and a short-term load acts on the damper only when an earthquake or the like occurs. Thereby, the vibration damping effect in the damper can be efficiently exhibited. in addition,
A damper to which a long-term load is not applied does not require jacking up or changing the load for maintenance or replacement for recovery after an earthquake, and the work can be performed easily and safely.

[Brief description of the drawings]

FIG. 1 is a view showing a first embodiment of a vibration damping body structure according to the present invention, and is an elevational sectional view showing a building to which the vibration damping body structure is applied.

FIG. 2 is a plan sectional view of FIG.

FIG. 3 is an elevation view showing a damper applied to the building.

FIG. 4 is a view showing a second embodiment of the vibration damping body structure according to the present invention, and is an elevational sectional view showing a building to which the vibration damping body structure is applied.

FIG. 5 is an elevation view showing a vertical damper applied to the building.

FIG. 6 is a vertical sectional view showing another example of a building to which the vibration damping body structure according to the present invention is applied.

FIG. 7 is a vertical sectional view showing still another example of a building to which the vibration damping structure according to the present invention is applied.

FIG. 8 is a vertical sectional view showing still another example of a building to which the vibration damping structure according to the present invention is applied.

FIG. 9 is a vertical sectional view showing still another example of a building to which the vibration damping structure according to the present invention is applied.

FIG. 10 is a vertical sectional view showing still another example of a building to which the vibration damping structure according to the present invention is applied.

[Explanation of symbols]

 2,52 Core wall (core portion) 4 Outer peripheral pillar (pillar) 9,43,54 Lattice material (damper) 10,22,32,53 Top floor truss (beam member) 20,33 Intermediate floor truss (beam member) 24 Vertical damper 34 Damping wall 42,55 Core

 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Tomihiro Hori 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation

Claims (5)

[Claims] 1. A skeleton having a high rigidity and a vertically continuous core portion, a beam member having a large bending stiffness is attached to a top portion or an intermediate portion of the core portion and an outer peripheral portion or another portion of the skeleton portion. A damping structure provided between the beam member and the core member, the damper being provided with a damper for bending back the bending deformation of the core portion. 2. The vibration damping structure according to claim 1, wherein
The beam member has a truss structure, and the damper is incorporated as a lattice material of the beam member of the truss structure. 3. The damping body structure according to claim 1, wherein said damper is an unbonded brace damper. 4. The vibration damping structure according to claim 1, wherein a vertical damper for attenuating an axial displacement of the column is incorporated in a column near an end of the beam member. A vibration damping body structure characterized by the following. 5. The vibration damping structure according to claim 1, wherein said damper is incorporated after the other part of said frame is completed. Construction.