JP2008025113A - Aseismic control structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To cope with flexural deformation by suppressing the shake of a high-rise building by a low-cost structure. <P>SOLUTION: This aseismic control structure 1 comprises a plurality of aseismic control columns 10 laterally lined up in the high-rise building 2; friction dampers 6 interposed between the aseismic control columns 10, 10 in the upper floors n of the high-rise building 2; and prestressed concrete steel bars 7 connecting the plurality of aseismic control columns 10 in the interposed state of the friction dampers 6 compressively in an approximately horizontal direction. When the high-rise building 2 receives external force by a large-scale earthquake, slip action occurs between the aseismic control columns 10, 10, and a damping effect is exhibited by the resistance force of the friction dampers 6 to absorb seismic energy. The shake of the high-rise building 2 is thereby reduced to suppress flexural deformation. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a vibration control structure that suppresses bending deformation of a building caused by an earthquake or the like in a skyscraper or a tower-like structure.

Conventionally, a high-rise structure has to be sufficiently designed to be deformed when subjected to an earthquake or strong wind. That is, in such a conventional high-rise building, when it is made taller and elongated (the aspect ratio is large), the rate of bending deformation becomes larger than the rate of shear deformation, and the amount of steel material is set to suppress this bending deformation. Measures such as an increase were taken, leading to an increase in construction costs.
In addition, there is a tuned mass damper (hereinafter abbreviated as “TMD”) as a vibration control device corresponding to this bending deformation. This TMD device has a function of absorbing the vibration energy of the building and reducing the shaking by moving the weight in synchronization with the same period as the shaking of the building. The aim was to improve the habitability of small and medium-sized earthquakes and winds, and a large response reduction effect could not be expected during a large earthquake.
Thus, for example, Patent Document 1 discloses an invention of a vibration control structure that suppresses the shaking of a high-rise building by preventing the bending deformation from occurring in the entire high-rise building where bending deformation is dominant.
Patent Document 1 is a seismic control structure in which an auxiliary pillar is provided outside a high-rise building, and a vibration-damping damper that connects between the pillar located on the outer wall of the high-rise building and the auxiliary pillar is provided for each layer. is there.
JP-A-8-218680

However, the vibration control structure of Patent Document 1 has the following problems.
Patent document 1 is the structure by which the damping damper connected and arrange | positioned between an auxiliary pillar and a high-rise building is provided in each layer from the foundation of a high-rise building to an upper floor. And the vertical relative deformation at each floor is transmitted to the vibration control damper, but the relative deformation at the lower floor is not so large, so the performance of each vibration control damper is not fully demonstrated. there were.
In addition, since damping dampers are installed in each layer, the number of installations increases in the case of high-rise buildings, and the damping device does not work effectively unless the axial rigidity of the auxiliary column is large. There was a drawback that the cost increased.

  The present invention has been made in view of the above-described problems, and an object of the present invention is to provide a vibration control structure capable of suppressing bending of a high-rise building and responding to bending deformation by a low-cost structure.

In order to achieve the above object, in the vibration control structure according to the present invention, a plurality of vibration control columns arranged side by side in the building and the upper floors of the building are interposed between the vibration control columns. And a tension introducing member for compressing and connecting a plurality of damping columns in a state of being interposed via the friction damper in a substantially horizontal direction.
In the present invention, a friction damper is provided between the vibration control columns on the upper floor where the bending deformation is large, and the tension introducing member is set so that a sliding action is generated between the vibration control columns against an external force corresponding to a large-scale earthquake. I can leave. And when the building is subjected to external forces from small and medium-sized earthquakes, no slip occurs between the vibration control columns, and it is integrated with the building, maintaining rigidity and resisting external forces, thereby reducing the shaking of the building Bending deformation can be suppressed. In addition, when the building is subjected to an external force from a large-scale earthquake, a sliding action occurs between the vibration control columns, and the damping effect is exerted by the resistance of the friction damper to absorb the seismic energy and reduce the shaking of the building. Thus, bending deformation can be suppressed.

In the vibration control structure according to the present invention, it is preferable that a separation intervention member is provided on a surface where the vibration control columns are in contact with each other.
In the present invention, since the seismic control columns are in contact with each other via the separation intervention member and are separated in an unfixed state, sliding movement is possible on the surface where the seismic control columns are in contact with each other.

In the damping structure according to the present invention, it is preferable that the fixing portion of the tension introducing member is provided with a tension adjusting member that adjusts the tension of the tension introducing member.
In the present invention, by using a disc spring or the like as the tension adjusting member, it is possible to suppress a decrease in the introduced tension due to the looseness of the tension introducing member, and to maintain a constant tension of the tension introducing member that compressively connects a plurality of damping columns. be able to.

According to the vibration control structure of the present invention, friction dampers are provided between the vibration control columns in several layers on the upper floor where bending deformation is large, and the tension introducing member prevents the external force corresponding to a large-scale earthquake between the vibration control columns. It can be set so that a sliding action occurs.
When the building is subjected to external forces from small and medium-scale earthquakes, no slip occurs between the seismic control columns, and the building is integrated with the building, maintaining rigidity and resisting external forces, reducing the shaking of the building and bending Deformation can be suppressed.
In addition, when the building is subjected to an external force from a large-scale earthquake, a sliding action occurs between the vibration control columns, and the damping effect is exerted by the resistance of the friction damper to absorb the seismic energy and reduce the shaking of the building. Thus, bending deformation can be suppressed. Thus, since it is the structure which can respond to bending deformation by shaking (external force), such as a small-scale to large-scale earthquake, it becomes possible to apply to a super-high-rise structure.
Moreover, in this damping structure, since it is the structure which incorporated the damping column in the building and was equipped with the friction damper only in the upper floor, it can aim at the cost reduction concerning a structure.

Hereinafter, a vibration control structure according to an embodiment of the present invention will be described with reference to FIGS. 1 to 5.
FIG. 1 is an elevation view showing a schematic configuration of a vibration control structure according to an embodiment of the present invention, and FIG. 2 is a cross-sectional view taken along line A ₁ -A ₁ or A ₂ -A _{2 of the} vibration control structure shown in FIG. 3 is a cross-sectional view of the damping structure shown in FIG. 1, taken along the line B-B, FIG. 4 is an enlarged view of a main part showing a mounting state of the friction damper of the damping structure, and FIG. 5 is a damping column provided with the friction damper. Fig. 6 is a diagram showing the state of the control column swinging during the earthquake, (a) is an elevation view during a small-scale earthquake, and (b) is a diagram during a large-scale earthquake. FIG.

As shown in FIG. 1, the damping structure 1 according to the present embodiment has a large aspect ratio (the ratio of the height to the building width) of, for example, 4 or more, and is composed of reinforced concrete (RC) columns and the columns 3 and 4. It is applied to a high-rise building 2 (building) with a ramen structure.
In FIG. 1, reference numerals 3, 3,... Indicate columns, 4, 4,... Indicate beams, and reference numeral n indicates an upper floor of the high-rise building 2 (upper three layers in the present embodiment). . In the following description, the term “layer” may be used, but is equivalent to “floor”.
Here, the upper floor n is a floor about 1/10 to 1/3 of the total number of high-rise buildings from the top floor.

  As shown in FIGS. 1 to 3, the seismic control structure 1 includes a seismic control column 10 composed of a plurality of RC columns arranged in contact with each other in a horizontal direction in a high-rise building 2, and an upper floor n. A friction damper 6 interposed between the vibration control columns 10 and a PC steel rod 7 (tension introducing member) that penetrates and tightens the plurality of vibration control columns 10 in a substantially horizontal direction.

  The plurality of seismic control columns 10 are incorporated in a continuous state from the foundation to the top layer (rooftop). Here, in the present embodiment, a plurality (5) of damping columns 10 are denoted by reference numerals 10A to 10E in order from the left side of FIG. The seismic control columns 10A and 10E at both ends are fixed to the beams 4 and 4 for each layer, and move integrally with the beam 4 and the columns 3 when receiving external force due to an earthquake or the like. A surface where the seismic control columns 10 and 10 are in contact with each other is referred to as a slip surface T.

As shown in FIG. 2, a separation intervention member 5 that separates the damping columns 10 and 10 from each other is provided between the damping columns 10 and 10. The separation intervention member 5 is made of a material having a sufficiently low rigidity as compared with concrete such as Styrofoam (registered trademark, manufactured by The Dow Chemical Company), and is sandwiched between the vibration control columns 10 and 10. , It is affixed to the range of the vibration control column 10 in contact with the surrounding slab concrete (not shown).
The seismic control columns 10A, 10B,... Are in contact with each other via the separating intervention member 5, but are separated in an unfixed state, so that the seismic control column 10 extends in the axial direction on the sliding surface T. Sliding movement is possible.

As shown in FIGS. 3, 4 and 5, the friction damper 6 is formed in a thin plate shape using a steel material such as aluminum or stainless steel, and is disposed in each layer of the upper floor n (see FIG. 1). Then, the friction surface 6 a of the thin plate-like friction damper 6 is incorporated in a state of slightly protruding from the side surface 10 a of the vibration control column 10. The friction dampers 6 and 6 provided in the adjacent seismic control columns 10 and 10 are in contact with the friction surfaces 6a and 6a. Therefore, the side surfaces 10a and 10a of the damping columns 10 and 10 are slightly separated from each other, and the separation intervention member 5 is provided there. That is, only the friction damper 6 or the separation interposed member 5 exists on the sliding surface T, and the sliding surface T is configured to generate no friction other than the friction damper 6.
When a horizontal external force is applied to the high-rise building 2 (see FIG. 1) and a sliding action occurs between the damping columns 10 and 10 (sliding surface T), the friction damper 6 resists this sliding, that is, a damping force. It is the composition which demonstrates.

As shown in FIG. 4, the PC steel rod 7 has male screws (not shown) formed at both ends 7a and 7b. Then, through the damping columns 10A to 10E with the friction dampers 6, 6,... And the separation interposed members 5, 5,. The nuts 7A and 7B are fastened to the male threads of the end portions 7a and 7b of the PC steel rod 7, thereby generating tension in the axial direction of the PC steel rod 7 and compressing and connecting the damping columns 10A to 10E. . As described above, with the configuration shown in FIG. 5, when a compressive force is generated on the friction damper 6 by introducing a tension to the PC steel rod 7, the compressive force does not act on any part other than the friction damper 6. ing.
The number of PC steel bars 7 installed at this time is three in the vertical direction and two in the horizontal direction for each layer, but this number is arbitrary, and the structural conditions and damping columns of the high-rise building 2 The number is appropriately set according to the number of ten.

And the PC steel bar 7 has comprised the structure which is made to tension in the state which introduced the compressive force of the horizontal direction to several damping column 10A-10E by tightening nut 7A, 7B. That is, the resistance force (friction force) of the friction damper 6 can be adjusted by this tension. In order to prevent the nuts 7A and 7B from being loosened, it is preferable to use, for example, a double nut or a detent pin.
Here, the tension of the PC steel bar 7 at this time exceeds the frictional force of the friction damper 6 and receives the external force corresponding to a large-scale earthquake between the damping columns 10 and 10 (sliding surface T). Set to slip. Therefore, when an external force such as a medium-scale earthquake is applied, the sliding action is not generated by the resistance force of the friction damper 6.

Further, one fixing end portion 7 a of the PC steel rod 7 is fixed with a nut 7 </ b> A via a tension adjusting member 8.
The tension adjusting member 8 is intended to keep the axial force constant even if a loose spring or the like is sandwiched between plate washer, not shown, and a slight slack or the like is generated in the tension introducing member 8. The tension | tensile_strength of the PC steel rod 7 which carries out the compression connection of the some damping columns 10A-10E can be kept constant.

Next, the effect | action of the damping structure 1 comprised in this way is demonstrated with reference to FIG.
As shown in FIG. 6A, when an external force is input to the high-rise building 2 during a small and medium-scale earthquake, the seismic control column 10 is subjected to bending deformation as the high-rise building 2 shakes. At this time, the friction damper 6 has the tension of the PC steel rod 7 (see FIG. 1) adjusted as described above, and resists the external force caused by the small and medium-scale earthquake so that no sliding action occurs. . Therefore, since all the seismic control columns 10A to 10E are integrated with the high-rise building 2, the rigidity can be maintained and the seismic energy can be resisted. Therefore, in the high-rise building 2, the shaking is reduced and the bending deformation is suppressed.

On the other hand, as shown in FIG. 6 (b), when an external force is input to the high-rise building 2 in the event of a large earthquake, the sliding action between the damping columns 10 and 10 is caused by the bending deformation caused by the shaking of the high-rise building 2. The seismic energy is absorbed by the damping force generated by the friction damper 6.
More specifically, since the damping columns 10A and 10E at both ends are integrally fixed to the beams 4 and 4 (see FIG. 1), the damping columns 10A and 10E at both ends and the beams 4 and 3 are It will shake at the same cycle. When the bending deformation acts on the high-rise building 2, the vibration control columns 10B, 10C, and 10D disposed between the vibration control columns 10A and 10E at both ends are separated from each other. For this reason, a relative deformation force acts on the sliding surface T in the axial direction of the vibration control column 10 to generate a sliding action.
At the same time, the friction damper 6 incorporated in the vibration control column 10 generates a resistance force (friction force) against the force accompanying the relative deformation generated in the vibration control column 10. Therefore, in this high-rise building 2, the damping force is exerted by the resistance force (friction force) of the friction damper 6 to absorb the seismic energy, the vibration of the high-rise building 2 is effectively reduced, and bending deformation is suppressed. Will be.
In addition, the rigidity of the high-rise building 2 at this time will fall, and the effect of receiving seismic energy can also be expected.

As described above, in the damping structure according to the present embodiment, the friction damper 6 is provided between the damping columns 10 and 10 in several layers of the upper floor n where bending deformation is large, and the PC steel rod 7 corresponds to a large-scale earthquake. It can be set so that a sliding action occurs between the seismic control columns 10 and 10 with respect to the external force to be generated.
When the high-rise building 2 receives external force due to a small-to-medium-scale earthquake, the damping column 10 is integrated with the high-rise building 2, resists the external force while maintaining rigidity, reduces the shaking of the high-rise building 2, and bends Deformation can be suppressed.
In addition, when the high-rise building 2 receives an external force due to a large-scale earthquake, a sliding action occurs between the vibration control columns 10 and 10, and a damping effect is exerted by the resistance force of the friction damper 6 to absorb the earthquake energy. Bending deformation can be suppressed by reducing the shaking of the high-rise building 2.
Thus, since it is the structure which can respond to bending deformation by shaking (external force), such as a small-scale to large-scale earthquake, it becomes possible to apply to a super-high-rise structure.
Further, in the present damping structure 1, since the damping column 10 is incorporated in the high-rise building 2 and the friction damper 6 is provided only on the upper floor n, the cost for the structure can be reduced.

As mentioned above, although embodiment of the damping structure by this invention was described, this invention is not limited to said embodiment, In the range which does not deviate from the meaning, it can change suitably.
For example, in the present embodiment, the number of installed seismic control columns 10 is five, but the number of installed columns is not limited to this number. In short, it is only necessary that a plurality of damping columns 10 are provided and the friction damper 6 be interposed between the damping columns 10 and 10.
Moreover, the seismic control column 10 is a precast concrete column, a predetermined tension is introduced into the tension introducing member and a uniform compressive force is introduced into the friction damper before grouting of the column lower sleeve joint, and then a mortar is applied to the column lower sleeve joint. It is also possible to grout etc.
Further, the friction damper 6 may be provided in an intermediate layer in addition to the upper floor n in the high-rise building 2. Furthermore, it is also possible to incorporate seismic control devices such as a stud type, brace type, and wall type effective for interlayer deformation on the lower floor of the high-rise building 2.
Furthermore, in this embodiment, the separation intervention member 5 is provided between the vibration control columns 10 and 10, but is not limited to this material and configuration, and the separation intervention member 5 is not provided. It does not matter if it is a thing. The point is that the seismic control columns 10 and 10 are separated from each other, and the sliding action may be generated on the sliding surfaces T of each other.
Of course, the specific configuration such as the number of friction dampers 6 and PC steel rods 7, mounting positions, installation floors, etc. may be optimally designed in consideration of the number of floors (height) of the high-rise building 2 to be adopted and the structural conditions. .
Needless to say, the floor setting of the upper floor n is appropriately changed according to the entire design content. That is, in the present embodiment, an example is shown in which the friction dampers 6 are arranged in the three layers of the upper floor n, but the present invention is not limited to this, and the friction dampers 6 are arranged in the range of two layers or four layers or more. In short, the point is that the desired function can be obtained in the present invention.

1 is an elevation view showing a schematic configuration of a vibration control structure according to an embodiment of the present invention. It is _A 1 -A ₁ cross-sectional view taken along line or _A 2 -A ₂ cross-sectional view taken along a line seismic control structure shown in FIG. It is a BB line sectional view of the damping structure shown in FIG. It is a principal part enlarged view which shows the attachment state of the friction damper of a damping structure. It is an enlarged view which shows the structure between the damping columns provided with the friction damper. It is a figure which shows the state of the vibration suppression column at the time of an earthquake, Comprising: (a) is an elevation view at the time of a medium-scale earthquake, (b) is an elevation view at the time of a large-scale earthquake.

Explanation of symbols

1 Seismic control structure 2 High-rise building (building)
3 Column 4 Beam 5 Separation member 6 Friction damper 7 PC steel bar (Tension introducing member)
8 Tension adjusting member 10 Damping column n Upper floor T Sliding surface

Claims (3)

A plurality of seismic control columns arranged side by side in the building,
On the upper floor of the building, a friction damper interposed between the vibration control columns,
A tension introducing member that compressively couples the plurality of vibration control columns in a state through the friction damper in a substantially horizontal direction;
A seismic control structure characterized by   The seismic control structure according to claim 1, wherein a separation intervention member is provided on a surface where the seismic control columns contact each other.   The damping structure according to claim 1, wherein a tension adjusting member that adjusts a tension of the tension introducing member is provided in the fixing portion of the tension introducing member.

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