JPH11324391A - Seismic controlling building frame structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a seismic controlling building frame structure which can effectively improve the seismic controlling performance even in a structure having an earthquake-resisting wall. SOLUTION: This seismic controlling building frame structure is so constructed that the uppermost floor truss 10 having high bending rigidity is installed between a core wall 2 having high rigidity and an outer post 5 of an outer peripheral building frame 3, and a damper member 18 made by very soft steel for absorbing energy of bending deformation is incorporated in an upper chord material 12 of the uppermost floor truss 10. Further, the damper member 18 is disposed in the root of the core wall 2 side of the uppermost floor truss 10.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration control structure suitable for use in, for example, a skyscraper.

[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 seismic control performance, and for this purpose, a seismic isolation / seismic control structure incorporating various damper devices, reinforcing materials, and the like. 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 a vibration control effect cannot be effectively exerted particularly in a structure using a structure having high horizontal rigidity, such as a reinforced concrete building or a skyscraper with 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.

[0004] The present invention has been made in view of the above points, and provides a vibration damping skeleton 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
A beam member having a large flexural rigidity is provided between a seismic element that forms a part of the skeleton and has high rigidity and is continuous in the vertical direction and a vertical member of the skeleton that is disposed at a position separated from the seismic element. And a damper member for absorbing energy due to bending deformation of the seismic element is incorporated in the beam member as a chord of the beam member.

According to a second aspect of the present invention, in the vibration damping structure according to the first aspect, the damper member is provided at an end of the beam member on the side of the seismic element. I have.

The invention according to claim 3 is characterized in that the damper member is made of an extremely low yield point steel material having lower strength than other members.

The invention according to claim 4 is the invention according to claim 1 or 2
The vibration damping structure described above, wherein the damper member is made of a viscoelastic damper or an oil damper utilizing a shear resistance of a rubber-based viscoelastic body.

Thus, when bending occurs in the seismic element due to an earthquake or the like, the beam member installed between the seismic element and the vertical member such as a column or a wall receives a reaction force from the vertical member. This reaction force is input to the beam member, and the energy of the axial force is absorbed by a damper member such as an extremely low yield point steel material, a viscoelastic damper, and an oil damper incorporated in the chord of the beam member. ing. At this time, the axial force is maximized at the end of the beam member on the seismic element side, in other words, at the root of the beam member. Therefore, by providing a damper member at this portion, seismic energy can be efficiently absorbed.

[0010]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view showing an embodiment of a vibration control structure according to the present invention; FIG. Here, a description will be given of an example in which the vibration control skeleton structure according to the present invention is applied to, for example, a building having a seismic element in the center.

As shown in FIGS. 1 and 2, the frame of the building 1 has a core wall (seismic element) 2 located at the center.
And an outer peripheral frame 3 located on the outer peripheral side thereof.

As shown in FIG. 1, the core wall 2 is
Building 1 is a so-called earthquake-resistant wall made of reinforced concrete.
And has a higher rigidity than the outer peripheral skeleton 3 on the outer peripheral side thereof.

As shown in FIGS. 1 and 2, the outer frame 3 is composed of an outer column 5 located on the outer periphery of the building 1 and a middle column located between the outer column 5 and the core wall 2. 6, an outer beam 7 erected between the outer column 5 and the center column 6, and a center beam 8 erected between the center column 5 and the core wall 2. It is reinforced concrete, steel pipe filled concrete, steel reinforced concrete, steel frame or the like. The outer skeleton 3 is set lower than the core wall 2 by a predetermined number of floors (for example, two floors).

As shown in FIG. 1, a top truss (beam member) 10 having a truss structure is provided at the top of the building 1. The top floor truss 10 is, for example, a truss frame having a substantially triangular cross section. The lower chord member 11, which extends between the side surface of the core wall 2 and the upper end of the outer column 5 and extends in the horizontal direction, An upper chord material 12 erected so as to extend obliquely between the top of the wall 2 and the upper end of the outer pillar 5, and a vertical material 1 provided between the lower chord material 11 and the upper chord material 12.
3, a horizontal member 14, and a lattice member 15.
Thus, the top floor truss 10 has a configuration that is erected between the core wall 2 and the outer pillar 5.

The top floor truss 10 has a core wall 2 side
Is directly connected to the core, that is, the core wall 2
A damper 18 is incorporated in the portion as the upper chord material 12.
I have. The damper 18 has a lower strength than ordinary steel, for example.
For example, fy = 100 (N / mm ^Two) About mild steel (extremely low
Steel), and constitutes another part of the upper chord material 12.
It has the same cross-sectional shape as a normal steel material. This damper
-18 is the direction of compression or tension in the axial direction.
When an axial force is applied, this is
By surrendering ahead of the part,
It absorbs the energy of bending.

In the building 1 having such a configuration, when a strong external force is applied due to an earthquake or the like, the core wall 2 tends to bend and deform (for example, the direction of arrow A in FIG. 1). A strong top truss 10 having a truss structure provided between the core wall 2 and the truss structure 3 gives a bending back to the core wall 2 on the principle of slamming, thereby reducing deformation. At this time, core wall 2
The top floor truss 10 receives a reaction force from the outer column 5 of the outer frame 3 due to the bending deformation (in the direction of arrow B in FIG. 1). Due to this reaction force, an axial force in the compression direction or the tension direction (the direction of arrow C in FIG. 1) is input to the top truss 10, and the energy is absorbed by the damper 18. That is, the damper 18 can effectively absorb the seismic energy. Note that the axial force generated in the top floor truss 10 becomes maximum at the upper chord material 12 attached to the core wall 2 side. With the damper 18 arranged at the position where the axial force is concentrated and becomes maximum,
Energy is effectively absorbed.

Here, the seismic response analysis of the building 1 having the above-described configuration is performed, and the results are shown in FIGS. 3 and 4 (line (a) in the figure). Here, as the analysis model, a building 1 having a configuration as shown in FIGS. 1 and 2 was used, and a reinforced concrete structure was set at 45 floors above ground and 2 floors below ground. .
For comparison, the damper 18 is replaced by a normal high-strength steel material (line (b) in the drawing), and the damper 18 is replaced by an ultra-soft steel by a viscoelastic damper. The results of the analysis at (the line (c) in the figure) are shown. As is clear from this result, as shown in FIG.
The maximum response acceleration in the building 1 is greatly reduced especially at the middle floor or higher, thereby increasing the effect of preventing furniture from falling. In addition, as shown in FIG. 4, the maximum response layer shear force in the building 1 is significantly reduced over all layers.

In the above-described seismic damping frame structure of the building 1, a top truss 10 having high bending rigidity is erected between the core wall 2 having high rigidity and the outer column 5 of the outer frame 3, and the top truss 10 is provided. The damper member 18 is incorporated in the upper chord material 12 of the tenth embodiment. As a result, when the core wall 2 bends due to an earthquake or the like, the top floor truss 1
The deformation is alleviated by bending back by 0,
Further, the energy of the axial force acting on the top floor truss 10 is absorbed by the damper member 18, and the seismic energy is effectively absorbed, so that high vibration control performance can be exhibited. As a result, the response of the building 1 at the time of the earthquake becomes smaller, so that the cross section of the square member constituting the skeleton can be made smaller than that of the ordinary earthquake-resistant structure, which can contribute to cost reduction. In addition, it is possible to realize a slender building having a large aspect ratio (tower ratio), which has conventionally had a problem of rising and falling, and effective use of a small dwarf site can be achieved.

Moreover, by incorporating the damper member 18 as the upper chord member 12 of the top floor truss 10, the external form is the same as that of a frame including a general earthquake-resistant element, and special restrictions on structural planning and architectural planning are imposed. Instead, the structure can be brought in with the same design work as the conventional seismic design. In addition, since the upper chord 12 is partially replaced with the damper member 18, it is possible to easily perform a comparative study such as using a normal steel material for this portion or using various other dampers.

Further, the damper member 18 is arranged at the root of the top floor truss 10 on the core wall 2 side. Since the axial force acting on the top floor truss 10 at the time of an earthquake or the like is maximized by the damper member 18, it is possible to absorb energy with smaller deformation as compared with a case where this portion is formed of a normal material, By increasing the hysteretic absorption energy, a highly efficient damper can be constructed, and more excellent damping performance can be exhibited.

Further, the damper member 18 is made of extremely mild steel. By adopting the steel-based damper member 18 in this manner, even after the damper member 18 has yielded, most of the frame still does not yield and retains its elasticity, and the residual deformation is also maximized. Small enough compared to. Therefore, the function can be maintained without leaving harmful residual deformation in the building 1 after the earthquake. Further, since the steel damper member 18 is maintenance-free, it can be easily maintained. Further, since the top floor truss 18 incorporating such a damper member 18 is disposed at the top of the building 1, there is little interference with finishing and equipment, and inspection and replacement can be easily performed. In addition, such a damper member 18 has a simple configuration, can be manufactured at low cost, and can be mounted on the site very simply like a normal axial force member. By the way, the damper member 18 made of extremely mild steel
The damper performance can be easily controlled by changing the material and thickness of the material to be used.

In the above embodiment, the top floor truss 10 is constructed between the core wall 2 and the outer pillar 5, but when the building 1 is large, the truss 10 is not necessarily provided on the outer periphery of the building 1. It is not necessary for the pillar to be positioned, and one end of the top floor truss 10 may be attached to a middle pillar positioned inside the pillar.

The truss shape of the top floor truss 10 is not limited to that shown in FIG. 1, but may be any of the forms shown in FIGS.

Further, in the above embodiment, the damper member 18 is incorporated at the base of the top wall truss 10 on the core wall 2 side. However, as shown in FIG. 18 may be incorporated. Further, the damper member 18 may be incorporated not only on the upper chord material 12 side but also on the lower chord material 11 side. However, since there is usually a floor slab such as a roof, it is preferable to install on the upper chord material 12 side instead of the lower chord material 11 side.

Although the top floor truss 10 has a substantially triangular shape, a normal parallel string type top floor truss 10 'as shown in FIG. 9, a three-dimensional truss, a large full-web beam having a large beam structure, etc. It may be.

In addition, in the above-described embodiment, a steel material made of extremely mild steel is used as the damper member 18. However, instead of this, for example, another steel material damper or a viscoelastic material utilizing the shear resistance of a rubber-based viscoelastic material is used. Other types of dampers, such as elastic dampers and oil dampers, can be employed. Other steel dampers include an unbonded brace damper and a double steel pipe damper, a viscoelastic damper includes a brace damper using a rubber-based viscoelastic body, and an oil damper includes an oil damper with a relief mechanism for a vibration control structure.

In addition, the number of the damper members 18 is not limited to one for each unit, but may be provided at a plurality of locations. Further, the damper member 18 may be installed only on a part of the top floor truss 10 instead of the whole, and the other part may be configured to adopt a normal earthquake-resistant structure.

In addition to the top floor truss 10, a beam member for bending back the core wall 2 may be installed on another intermediate floor or the like.

The core wall 2 is not limited to a reinforced concrete structure, but may be a steel truss structure, or may be constructed by assembling a precast concrete plate.

In addition to the above, in addition to the top floor truss 10 incorporating the damper member 18 as described above, a configuration in which a boundary beam damper made of extremely mild steel is integrated with the core wall 2 may be combined. You can also expect a damping effect.

Other than this, any configuration may be adopted as long as it does not depart from the gist of the present invention, and it is needless to say that the above-described configurations may be selectively combined as appropriate. No.

[0032]

As described above, according to the vibration control frame structure of the first aspect, the seismic element having high rigidity and continuous in the vertical direction, and the vertical member disposed at a separated position are provided. Between them, a beam member having a large bending rigidity is erected, and a damper member for absorbing energy of bending deformation of the seismic element is incorporated in the beam member as a chord material. Further, according to the vibration damping structure according to the third and fourth aspects, the damper member is constituted by an extremely low yield point steel material, a viscoelastic damper, an oil damper and the like. Thus, when an earthquake-resistant element undergoes bending deformation due to an earthquake or the like, the beam is bent back by a beam member having high bending rigidity, so that the deformation is alleviated. Energy by bending generated in the beam member is absorbed by the member, seismic energy is effectively absorbed, and high vibration control performance can be exhibited. In addition, by incorporating the damper as a chord of the beam member, the external appearance is the same as that of a frame including general seismic elements. This structure can be brought in with the same design work as. In addition, since the string member of the beam member is replaced with a damper member, it is possible to easily examine such a portion with a normal steel material or various dampers. Furthermore, the response at the time of an earthquake becomes small by adopting the said vibration control frame. Therefore, it becomes possible to reduce the cross section of the members constituting the skeleton as compared with the ordinary earthquake-resistant structure, which can contribute to cost reduction. In addition, it is possible to realize a slender building having a large aspect ratio (tower ratio), which has conventionally had a problem of rising and falling, and effective use of a small dwarf site can be achieved. As described above, according to the seismic control skeleton structure according to the present invention, the seismic energy absorption efficiency can be further improved by using the same structure including the seismic elements such as multi-story shear walls used in the conventional seismic design. A large damping structure can be easily constructed. As a result, it can be easily applied to various types of buildings, such as office buildings, hotels, and houses, which have conventionally employed multi-story earthquake-resistant walls. It is possible to provide one of the effective types of structures that are comparable to the quake frame. In addition, as a structure similar to the above-described seismic control frame structure, a beam member extending from the seismic element to the outer peripheral column is provided, and a damper is interposed between the beam member and the outer peripheral column. Although there is a configuration, such a configuration will cause relative deformation between the outer wall of the building and the roof slab formed on the beam member,
It is necessary to employ an expansion joint, joints, and the like corresponding to this, and there are problems that the designability is impaired and that extra work is required for construction. On the other hand, according to the above-mentioned seismic control frame structure, since the damper is incorporated as a chord of the beam member, there is an advantage that such a problem does not occur at all.

According to the vibration damping structure of the second aspect, the damper member is disposed at the end of the beam member on the side of the seismic element. Accordingly, the bending stress generated in the beam member due to the deformation of the seismic element during an earthquake or the like is maximized at the end of the beam member on the seismic element side, in other words, at the root of the beam member. Therefore, the damper member is disposed in this portion. By this, compared to the case where this part is formed of a normal material,
Energy can be absorbed by a small deformation, the hysteresis absorption energy can be increased, and a highly efficient damper can be constructed, and more excellent vibration control performance can be exhibited.

Further, according to the vibration control structure of the third aspect, the damper member is made of a steel material having an extremely low yield point having a lower strength than other members. By adopting a steel damper in this way, even after the damper has yielded, most of the frame still does not yield and remains elastic, and the residual deformation of the frame is also compared to the maximum deformation. Small enough. Therefore, the function can be maintained without leaving harmful residual deformation in the building after the earthquake. Further, since the steel damper is maintenance-free, it can be easily maintained. Furthermore, by arranging a beam member incorporating such a damper at the top of the building, there is little interference with finishing and equipment,
Inspection and replacement can be easily performed. In addition, such a damper has a simple structure, can be manufactured at low cost, and can be mounted on the site very simply like a normal axial force member.

[Brief description of the drawings]

FIG. 1 is a vertical sectional view showing an example of a building to which a vibration control skeleton structure according to the present invention is applied.

FIG. 2 is a plan sectional view of the building.

FIG. 3 is a diagram showing an earthquake response analysis result in the same building.

FIG. 4 is a diagram showing another seismic response analysis result in the same building.

FIG. 5 is an elevational sectional view showing another example of the vibration control skeleton structure according to the present invention.

FIG. 6 is an elevational sectional view showing still another example of the vibration control skeleton structure according to the present invention.

FIG. 7 is an elevational sectional view showing still another example of the vibration control skeleton structure according to the present invention.

FIG. 8 is an elevational sectional view showing still another example of the vibration control skeleton structure according to the present invention.

FIG. 9 is an elevational sectional view showing still another example of the vibration control skeleton structure according to the present invention.

[Explanation of symbols]

 2 Core wall (seismic element) 5 Outer pillar (vertical member) 10 Top floor truss (beam member) 18 Damper member

Claims (4)

[Claims] 1. A bending member is provided between a seismic element having a high rigidity which constitutes a part of a frame and having a high rigidity and which is continuous in the vertical direction, and a vertical member of the frame which is disposed at a position separated from the seismic element. A seismic control skeleton structure, wherein a beam member having a large rigidity is installed, and a damper member for absorbing energy due to bending deformation of the seismic element is incorporated in the beam member as a chord member of the beam member. 2. The vibration control structure according to claim 1, wherein:
The said damper member is arrange | positioned at the edge part by the side of the said seismic element of the said beam member, The damping skeleton structure characterized by the above-mentioned. 3. The vibration damping skeleton structure according to claim 1, wherein the damper member is made of an extremely low yield point steel material having lower strength than other members. 4. The damping frame structure according to claim 1, wherein the damper member comprises a viscoelastic damper or an oil damper utilizing a shear resistance of a rubber-based viscoelastic body. Earthquake structure.