JP2022084099A - Vibration control building - Google Patents

Abstract

To provide a vibration control building improving safety through suppression of stress on a leg part of a multistory shear wall.SOLUTION: Multistory shear walls 30X and 30Y of a vibration control building 1 are provided with first wall columns 31X and 31Y, second wall columns 32X and 32Y, and third wall columns 33X and 33Y arranged in the same plane. The second wall columns 32X and 32Y and the third wall columns 33X and 33Y are placed at sides opposite to each other over the first wall columns 31X and 31Y and placed apart from the first wall columns 31X and 31Y, and are connected to the first wall columns 31X and 31Y by a plurality of boundary beams 35X, 35Y, 36X and 36Y. Cross sectional areas of the first wall columns 31X and 31Y are larger than those of the second wall columns 32X and 32Y and the third wall columns 33X and 33Y.SELECTED DRAWING: Figure 4

Description

The present invention relates to a vibration damping building.

As one of the methods for improving the vibration-resistant performance of a building, there is a method using a multi-story shear wall.
For example, in Patent Document 1, a plurality of boundary beams provided between multi-story shear walls arranged at intervals, bending deformation absorption dampers provided on the boundary beams, and multi-story shear walls are provided. A configuration comprising a shear deformation absorbing damper is disclosed.
Further, Patent Document 2 describes a plurality of multi-story shear walls erected in the same plane on the outer peripheral surface of the superstructure, and a plurality of boundary beams for joining the plurality of multi-story shear walls. The lower end of the multi-story shear wall is disclosed to be pin-supported to the substructure.
Further, Patent Document 3 includes two multi-story shear walls erected apart in the same plane and a plurality of boundary beams for joining the two multi-story shear walls, and each multi-story shear wall is provided. The wall is rotatably pinned to the substructure at one point on the outer lower end, and an energy absorbing member is provided between the other point on the inner lower end of each multilayer shear wall and the substructure. An intervening configuration is disclosed in which at least one of the plurality of boundary beams is provided with an energy absorbing member.

For example, in an ultra-high-rise building having a height of 200 to 300 m, the period of shaking caused by an earthquake or wind becomes longer. In particular, the sway caused by the wind increases exponentially with the height of the building. When an attempt is made to design such an ultra-high-rise building with a reinforced concrete (RC) structure, the stress generated in the legs of the multi-story shear wall when shaking occurs becomes excessive in the configuration disclosed in Patent Documents 1 to 3, and the stress is excessive. It can be difficult to achieve.

Japanese Unexamined Patent Publication No. 2000-328810 Japanese Patent No. 4124777 Japanese Patent No. 4167624

An object of the present invention is to provide a vibration damping building capable of enhancing safety by suppressing stress acting on a leg portion of a multi-story shear wall.

The present inventors arrange three multi-story seismic walls in parallel as a vibration-damping building, and make the cross-sectional area of the first wall column arranged in the center larger than the other second and third wall columns. By connecting each multi-story seismic wall with multiple boundary beams, the first wall pillar becomes a mandrel when an earthquake load is applied, and the wall pillars on both sides of the first wall pillar become a mandrel. The present invention has been made by paying attention to the fact that the axial force applied to the first wall column can be reduced and a building capable of ensuring excellent structural safety can be realized by shearing resistance in the opposite directions.
The present invention employs the following means in order to solve the above problems.
That is, the vibration-damping building of the present invention is a vibration-damping building provided with a multi-story seismic wall, and the multi-story seismic wall is a first wall pillar, a second wall pillar, and a third wall pillar provided in the same plane. The second wall pillar and the third wall pillar are provided on opposite sides of the first wall pillar in the width direction, apart from the first wall pillar, and the first wall pillar is provided. It is joined to the wall pillar by a plurality of boundary beams, and the cross-sectional area of the first wall pillar is larger than the cross-sectional area of the second wall pillar and the third wall pillar.
According to such a configuration, the cross-sectional area of the first wall pillar arranged in the center among the first wall pillar, the second wall pillar, and the third wall pillar constituting the multi-story seismic wall is the second wall pillar. And larger than the cross-sectional area of the third wall pillar. As a result, the first wall pillar functions like a core pillar of the multi-story shear wall, and deformation caused in the multi-story shear wall due to a horizontal load acting by an earthquake, wind, or the like can be suppressed. Further, when the first wall pillar tries to be displaced so as to be tilted toward the second wall pillar side or the third wall pillar side due to the horizontal load acting by an earthquake or wind, the second wall pillar and the third wall pillar are used. The reaction force is transmitted to the side end of the first wall column via the boundary beam. In this way, the deformation that occurs in the first wall pillar is reduced by the second wall pillar and the third wall pillar.
Since the deformation is reduced in this way, the stress acting on the legs of the multi-story shear wall is suppressed, and it is possible to improve the safety of the vibration damping building.

In one aspect of the present invention, in the vibration damping building of the present invention, at least one of the plurality of boundary beams has an energy absorbing portion, and the boundary beam and the floor slab are separated from each other. ..
According to such a configuration, the boundary beam arranged between the first wall column and the second wall column and the third wall column is formed by the first wall column due to the horizontal load acting by an earthquake or wind. When an attempt is made to incline toward the second wall pillar side or the third wall pillar side, one end of the first wall pillar is moved upward due to the relative displacement between the first wall pillar and the second wall pillar and the third wall pillar. , The other end acts downward and forces in different directions. Since this boundary beam has an energy absorbing portion, the energy of deformation is absorbed, and the damping effect of deformation occurring in the first wall column, the second wall column, and the third wall column can be enhanced. Further, by separating the boundary beam and the floor slab, it is possible to suppress the deformation of the boundary beam from being hindered by the floor slab, secure the damping effect of the boundary beam, and obtain high vibration control performance. ..

In one aspect of the present invention, in the vibration damping building of the present invention, at least a part of the beam members connected to the second wall pillar and the third wall pillar on the opposite side to the first wall pillar is It is pin-bonded to the second wall column and the third wall column.
According to such a configuration, the second wall pillar and the third wall pillar and the beam member arranged on the outside of the multi-story shear wall are pin-joined to form the second wall pillar and the third wall pillar. It is possible to prevent the deformation from being restrained by the pillar-beam structure around the multi-story shear wall. Therefore, the seismic control performance of the multi-story shear wall can be fully exhibited.

According to the present invention, it is possible to enhance safety by suppressing the stress acting on the legs of the multi-story shear wall.

It is a figure which looked at the multi-story earthquake-resistant wall provided in the vibration damping building which concerns on embodiment of this invention from the first direction. It is a figure which looked at the multi-story earthquake-resistant wall provided in the vibration damping building which concerns on embodiment of this invention from the second direction. It is a plan sectional view which shows the multi-story earthquake-resistant wall provided in the vibration damping building which concerns on embodiment of this invention. FIG. 3 is an enlarged plan sectional view showing a multi-story shear wall of FIG. It is an enlarged view of the main part of the multi-story shear wall provided along the second direction. It is an enlarged view of the main part of the multi-story shear wall provided along the first direction. It is a figure which shows the shear resistance function with respect to the horizontal load by the three wall pillars constituting the vibration damping building of this invention, and the boundary beam between each wall pillar. It is a figure which shows the state which the multilayer shear wall provided along the 2nd direction is deformed in the 2nd direction. It is a figure which shows the state which the multi-story shear wall provided along the first direction is deformed in the first direction. It is a figure which shows the simulation result of the layer maximum shear force, the layer maximum interlayer deformation angle, and the layer maximum displacement in the first direction. It is a figure which shows the simulation result of the layer maximum shear force, the layer maximum interlayer deformation angle, and the layer maximum displacement in the second direction.

In the present invention, three multi-story shear walls are arranged in parallel, and the cross-sectional area of the first wall column arranged in the center is made larger than the other second and third wall columns, and each multi-story shear wall is made. It is a vibration-damping building where the walls are connected by multiple boundary beams.
Hereinafter, a mode for carrying out the vibration damping building according to the present invention will be described with reference to the accompanying drawings.
FIG. 1 shows a view of a multi-story earthquake-resistant wall provided in a vibration-damping building according to an embodiment of the present invention from a first direction. FIG. 2 is a view of a multi-story earthquake-resistant wall provided in the vibration damping building according to the embodiment of the present invention as viewed from a second direction. FIG. 3 is a plan sectional view showing a multi-story earthquake-resistant wall provided in the vibration damping building according to the embodiment of the present invention. In each of FIGS. 1, 2 and later, which is a side view of the vibration damping building, the multi-story shear wall 30X extending in the first direction X, which will be described later, is patterned with a sparse dot pattern. The multi-layered seismic wall 30Y extending in two directions Y is patterned with a dense dot pattern. Further, in each cross-sectional view of FIG. 3 and FIG. 4 described later, the multi-layered seismic wall 30X and the multi-layered seismic wall 30Y are shown by changing the hatching pattern.
As shown in FIGS. 1 and 2, the vibration damping building 1 includes a lower structure 10 as a foundation structure and an upper structure 20.
As shown in FIG. 3, the vibration damping building 1 has a rectangular shape in a plan view as a whole, and has an outer wall surface 1a formed along the first direction X extending horizontally when viewed from above, and the first direction X. It includes an outer wall surface 1b formed along a second direction Y extending orthogonally and horizontally. In the present embodiment, the vibration damping building 1 has a rectangular shape in a plan view with the second direction Y as the long side and the first direction X as the short side. The vibration damping building 1 is, for example, an ultra-high-rise building having a height from the ground surface Gf of, for example, about 200 m.

As shown in FIGS. 1 and 2, the substructure 10 is constructed in the ground G below the ground surface Gf. The substructure 10 is firmly supported in the ground G by an appropriate type of foundation structure such as a direct foundation or a pile foundation. In the present embodiment, the lower structure 10 is a pile foundation structure having a plurality of foundation piles 11.
The superstructure 20 is provided above the lower structure 10. As shown in FIG. 3, the skeleton 21 of the superstructure 20 includes a column-beam frame 22 formed on the outer peripheral portion of the superstructure 20 and a vibration damping frame 23 formed on the inner peripheral portion of the superstructure 20. I have.
The column-beam frame 22 has a plurality of column members 24 and a plurality of beam members 25. The plurality of pillar members 24 are arranged at intervals in the first direction X and the second direction Y, respectively. Each column member 24 is a reinforced concrete structure made of, for example, a concrete-filled steel pipe column, and extends in the vertical direction Z. The plurality of beam members 25 are arranged on each floor of the superstructure 20 at intervals in the vertical direction Z. Each beam member 25 is made of steel, for example. On each floor, the plurality of beam members 25 are erected between the column members 24 adjacent to each other in the first direction X and the second direction Y.

In the present embodiment, for example, three sets of vibration damping frame portions 23 are provided on the inner peripheral portion of the superstructure 20. As shown in FIGS. 2 and 3, these vibration damping frame portions 23 are arranged in the central portion of the superstructure 20 in the first direction X. As shown in FIGS. 1 and 3, the vibration damping frame 23 is arranged at the center of the superstructure 20 and on both sides of the second direction Y in the second direction Y, respectively. That is, the three sets of vibration damping frame portions 23 are arranged at intervals in the second direction Y.
FIG. 4 is an enlarged plan sectional view showing the multilayer shear wall of FIG.
As shown in FIG. 4, each vibration damping frame 23 has an H shape when viewed from above. The vibration damping frame portion 23 has two multi-layered shear walls 30Y arranged at intervals in the first direction X and a multi-layered seismic wall 30X arranged between the two multi-layered seismic walls 30Y. is doing. The two multilayer shear walls 30Y are formed along a vertical plane including the second direction Y, respectively, orthogonal to the first direction X. Each multilayer shear wall 30Y extends in the second direction Y when viewed from above. The multi-story shear wall 30X is arranged between the intermediate portions in the second direction Y in the two multi-story shear walls 30Y. The multilayer shear wall 30X is orthogonal to the second direction Y and is formed along a vertical surface including the first direction X. The multi-story shear wall 30X extends in the first direction X when viewed from above.

FIG. 5 is an enlarged view of a main part of the multi-story shear wall provided along the second direction.
As shown in FIGS. 4 and 5, the multilayer shear wall 30Y includes a first wall column 31Y, a second wall column 32Y, a third wall column 33Y, and boundary beams 35Y and 36Y.
The first wall column 31Y, the second wall column 32Y, and the third wall column 33Y are formed of, for example, a reinforced concrete structure. The first wall column 31Y, the second wall column 32Y, and the third wall column 33Y may be formed by, for example, a steel brace structure. The first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y are orthogonal to the first direction X and are formed in the same vertical plane including the second direction Y. The first wall pillar 31Y is arranged in the central portion of the second direction Y in the multilayer seismic wall 30Y. The second wall pillar 32Y and the third wall pillar 33Y are arranged at both ends in the width direction along the second direction Y of the multilayer seismic wall 30Y. The second wall pillar 32Y and the third wall pillar 33Y are arranged on opposite sides of the first wall pillar 31Y in the width direction of the multilayer seismic wall 30Y. The second wall pillar 32Y and the third wall pillar 33Y are provided apart from the first wall pillar 31Y in the second direction Y, respectively.
In the present embodiment, the width dimension W1y of the first wall pillar 31Y in the second direction Y is set to be larger than the width dimensions W2y and W3y of the second wall pillar 32Y and the third wall pillar 33Y in the second direction Y. .. In the present embodiment, the thickness dimensions T1 of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y in the first direction X are set to be the same. In this way, the cross-sectional area (horizontal cross-sectional area) of the first wall pillar 31Y is set to be larger than the cross-sectional area of the second wall pillar 32Y and the third wall pillar 33Y.

The boundary beams 35Y and 36Y join the second wall pillar 32Y and the third wall pillar 33Y and the first wall pillar 31Y. The boundary beams 35Y and 36Y are arranged on each floor of the superstructure 20, for example, at intervals in the vertical direction Z.
The boundary beam 35Y is arranged between the first wall pillar 31Y and the second wall pillar 32Y. The boundary beam 35Y extends in the second direction Y, and both ends thereof are joined to the first wall column 31Y and the second wall column 32Y. The boundary beam 36Y is arranged between the first wall pillar 31Y and the third wall pillar 33Y. The boundary beam 36Y extends in the second direction Y, and both ends thereof are joined to the first wall pillar 31Y and the third wall pillar 33Y. The boundary beams 35Y and 36Y and the floor slab are separated by, for example, forming a joint.

Between both ends of the boundary beams 35Y and 36Y, a steel material having an extremely low yield point steel (not shown) having a lower yield point than the steel materials constituting both ends is provided. The boundary beams 35Y and 36Y are deformed when the first wall column 31Y, the second wall column 32Y and the third wall column 33Y are rotationally deformed and a stress equal to or higher than the yield point set for the boundary beams 35Y and 36Y is input. By doing so, the deformation energy is absorbed. That is, the boundary beams 35X and 35Y have an energy absorbing unit 37 realized as a history damper of a low yield point in the present embodiment (see FIGS. 8 and 9). The energy absorbing unit 37 may be another type of damper such as a friction damper.
As described above, the boundary beams 35Y and 36Y are structures for joining the second wall column 32Y and the third wall column 33Y and the first wall column 31Y, and also have a function as an energy absorbing member. ..

In such a multi-story shear wall 30Y, as shown in FIG. 4, the first wall column 31Y, the second wall column 32Y, and the third wall column 33Y are arranged on each floor of the column beam frame 22 and are arranged in the first direction. The ends of the beam member 25X extending to X are joined (rigidly joined). The beam member 25X is joined to the central portion of the first wall column 31Y, the second wall column 32Y, and the third wall column 33Y in the second direction Y.
Further, as shown in FIG. 5, in the multilayer shear wall 30Y, the second wall pillar 32Y and the third wall pillar 33Y arranged on both sides of the second direction Y are on the opposite side of the first wall pillar 31Y. The beam member 25Y connected and extending in the second direction Y is pin-joined via the pin 38.

FIG. 6 is an enlarged view of a main part of the multi-story shear wall provided along the first direction.
As shown in FIGS. 4 and 6, the multilayer seismic wall 30X includes a first wall column 31X, a second wall column 32X, a third wall column 33X, and boundary beams 35X and 36X.
The first wall column 31X, the second wall column 32X, and the third wall column 33X are formed of, for example, a reinforced concrete structure. The first wall column 31X, the second wall column 32X, and the third wall column 33X may be formed by, for example, a steel brace structure. The first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 33X are orthogonal to the second direction Y and are formed in the same vertical plane including the first direction X. The first wall pillar 31X is arranged in the central portion of the first direction X in the multilayer seismic wall 30X. The second wall pillar 32X and the third wall pillar 33X are arranged at both ends in the width direction along the first direction X of the multilayer seismic wall 30X. The second wall pillar 32X and the third wall pillar 33X are arranged on opposite sides of the first wall pillar 31X in the width direction of the multilayer seismic wall 30X. The second wall pillar 32X and the third wall pillar 33X are provided apart from the first wall pillar 31X in the first direction X, respectively.
In the present embodiment, the width dimension W1x in the first direction X of the first wall pillar 31X is set to be larger than the width dimensions W2x and W3x in the first direction X of the second wall pillar 32X and the third wall pillar 33X. .. Further, the width dimension W1x of the first wall column 31X is smaller than the width dimension W1y of the first wall column 31Y of the multilayer shear wall 30Y. In the present embodiment, the thickness dimensions T2 of the first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 33X in the second direction Y are set to be the same. In this way, the cross-sectional area (horizontal cross-sectional area) of the first wall pillar 31X is set to be larger than the cross-sectional area of the second wall pillar 32X and the third wall pillar 33X.

The boundary beams 35X and 36X join the second wall pillar 32X and the third wall pillar 33X and the first wall pillar 31X. The boundary beams 35X and 36X are arranged on each floor of the superstructure 20, for example, at intervals in the vertical direction Z.
The boundary beam 35X is arranged between the first wall pillar 31X and the second wall pillar 32X. The boundary beam 35X extends in the first direction X, and both ends thereof are joined to the first wall column 31X and the second wall column 32X. The boundary beam 36X is arranged between the first wall pillar 31X and the third wall pillar 33X. The boundary beam 36X extends in the first direction X, and both ends thereof are joined to the first wall pillar 31X and the third wall pillar 33X. The boundary beams 35X and 36X and the floor slab are separated by, for example, forming a joint.

Between both ends of the boundary beams 35X and 36X, a steel material having an extremely low yield point steel (not shown) having a lower yield point than the steel materials constituting the both ends is provided. The boundary beams 35X and 36X are deformed when the first wall column 31X, the second wall column 32X and the third wall column 33X are rotationally deformed and a stress equal to or higher than the yield point set for the boundary beams 35X and 36X is input. By doing so, the deformation energy is absorbed. That is, the boundary beams 35X and 35X have an energy absorbing unit 37 realized as a history damper of a low yield point in the present embodiment. The energy absorbing unit 37 may be another type of damper such as a friction damper.
As described above, the boundary beams 35X and 36X are structures for joining the second wall column 32X and the third wall column 33X and the first wall column 31X, and also have a function as an energy absorbing member. ..

In such a multi-layered shear wall 30X, the second wall pillar 32X and the third wall pillar 33X arranged on both sides of the first direction X are the first of the multi-layered seismic wall 30Y arranged on both sides of the first direction X. 1 It is rigidly joined to the wall pillar 31Y. As a result, the multi-story shear wall 30X is more firmly configured in the first direction X.

In the present embodiment, the width of the entire multilayer seismic wall 30X extending in the first direction X, that is, the distance Hx between the ends located outside the second wall column 32X and the third wall column 33X, is in the second direction. The width of the entire multi-story seismic wall 30Y extending to Y, that is, the distance Hy between the ends located outside the second wall pillar 32Y and the third wall pillar 33Y has a large dimension.

FIG. 7 shows the shear resistance function against a horizontal load by the multilayer shear walls 30X and 30Y. Conceptually, when a horizontal load F acts, a large bending moment tends to be generated in the first wall columns 31X and 31Y located at the center toward the column base of the wall columns as shown in FIG. The first wall columns 31X and 31Y, the second wall columns 32X and 32Y located on the left side, the first wall columns 31X and 31Y, and the third wall columns 33X and 33Y located on the right side are boundary beams 35X, respectively. Since they are connected by 35Y, 36X, 36Y, the first wall pillars 31X, 31Y and the second wall pillars 32X, 32Y resist upward, and the first wall pillars 31X, 31Y and the third wall pillars 33X, 33Y Is canceled out by resisting in the downward direction, so that the bending moment acting on the first wall columns 31X and 31Y in the central portion is reduced. Further, the axial force acting on the first wall columns 31X and 31Y is also reduced.
FIG. 8 is a diagram showing a state in which the multi-story shear wall provided along the second direction is deformed in the second direction. FIG. 9 is a diagram showing a state in which the multi-story shear wall provided along the first direction is deformed in the first direction.
First, in such a vibration-damping building 1, when a horizontal load acts due to an earthquake or wind, it is located in the center and has a larger cross-sectional area than the second wall columns 32X and 32Y and the third wall columns 33X and 33Y. However, in particular, in the present embodiment, the first wall pillars 31X and 31Y having a width larger than that of the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y are effective as the core pillars. That is, it acts so that the amount of deformation for each layer becomes uniform while suppressing the deformation between layers of the vibration damping building 1.
Further, as shown in FIGS. 8 and 9, for example, when the first wall pillars 31X and 31Y try to be displaced toward the third wall pillars 33X and 33Y due to a horizontal load acting by an earthquake or wind, In the first wall pillars 31X and 31Y, a compressive force F1 that pushes one side end portion 31s of the first wall pillars 31X and 31Y downward acts on one side end portion 31s on the third wall pillar 33X and 33Y side. do. One side end portion 31s of the first wall column 31X, 31Y is joined to the third wall column 33X, 33Y via a plurality of boundary beams 36X, 36Y. Therefore, the compressive force F1 acting on the side end portions 31s is transmitted to the third wall columns 33X and 33Y, and the downward pushing force F2 acts on them. The third wall columns 33X and 33Y exert an upward reaction force F3 that resists the downward pushing force F2, and this reaction force F3 passes through the boundary beams 36X and 36Y to the side ends of the first wall columns 31X and 31Y. It is transmitted to 31s.
Further, in the first wall pillars 31X and 31Y, a tensile force F4 that extends the side end portion 31t upward acts on the other side end portion 31t on the second wall pillar 32X and 32Y side. The other side end portion 31t of the first wall column 31X, 31Y is joined to the second wall column 32X, 32Y via a plurality of boundary beams 35X, 35Y. Therefore, the tensile force F4 acting on the side end portion 31t is transmitted to the second wall columns 32X and 32Y, and the upward tensile force F5 acts on them. The second wall columns 32X and 32Y exert a downward reaction force F6 that resists the upward tensile force F5, and this reaction force F6 passes through the boundary beams 35X and 35Y to the other side of the first wall columns 31X and 31Y. It is transmitted to the end 31t.

In this way, when the first wall columns 31X and 31Y try to rotate and deform, at least a part of the compressive force F1 and the tensile force F4 generated in the first wall columns 31X and 31Y is generated by the second wall columns 32X on both sides thereof. It is offset by the reaction forces F3 and F6 transmitted from 32Y and the third wall columns 33X and 33Y. In this way, the second wall columns 32X, 32Y and the third wall columns 33X, 33Y arranged on both sides of the first wall columns 31X, 31Y suppress the rotational deformation of the first wall columns 31X, 31Y.
With respect to the first wall columns 31X and 31Y, the width dimensions W2x and W2y of the second wall columns 32X and 32Y and the width dimensions W3x and W3y of the third wall columns 33X and 33Y are the same on both sides of the first wall columns 31X and 31Y. If the lengths of the 35X and 35Y and the boundary beams 36X and 36Y are the same, the upward reaction force F3 and the downward reaction force F6 are the same on both sides of the first wall columns 31X and 31Y. As a result, the axial force fluctuations in the one side end portion 31s and the other side end portion 31t of the first wall columns 31X and 31Y are canceled each other.

Further, the boundary beams 35X, 35Y, 36X, 36Y arranged between the first wall pillars 31X, 31Y and the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y are the first wall pillars 31X, Due to the relative displacement between the 31Y and the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y, one end is upward and the other end is downward, and forces in different directions are applied. It works. For example, in the boundary beam 36Y arranged between the first wall column 31Y and the third wall column 33Y in FIG. 8, a downward force acts on the end portion on the first wall column 31Y side by the compressive force F1. , An upward force acts on the end of the third wall pillar 33Y side by the reaction force F3. Here, since the boundary beams 35X, 35Y, 36X, and 36Y have the energy absorbing portion 37, the energy of deformation is absorbed by the boundary beams 35X, 35Y, 36X, and 36Y, and the first wall column 31X, 31Y, the second wall column 32X, 32Y, and the second wall column 32X, 32Y. It is possible to enhance the damping effect of the deformation generated in the three wall columns 33X and 33Y.
The upper limit of the force (stress) transmitted between the first wall column 31X, 31Y and the second wall column 32X, 32Y, the third wall column 33X, 33Y is set to the boundary beam 35X, 35Y, 36X, 36Y. It can be determined by the yield strength. By adjusting the yield strength of the boundary beams 35X, 35Y, 36X, 36Y at the design stage, it is possible to appropriately set the seismic control performance of the multi-story seismic wall 30X, 30Y.

As described above, the first wall pillars 31X and 31Y located at the center have a larger cross-sectional area than the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y. In particular, in the present embodiment, the widths of the first wall pillars 31X and 31Y are larger than those of the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y. Therefore, in the first wall pillars 31X and 31Y, the horizontal distance from the center to the end thereof is long when viewed in a plan view, and the first wall pillars 31X and 31Y are displaced so as to be tilted. The amount of displacement of the end of the pilaster becomes large. Therefore, the displacement amount of the boundary beams 35X, 35Y, 36X, and 36Y joined to this end portion becomes large.
This displacement is efficiently absorbed by the energy absorbing unit 37.

Further, in the present embodiment, as described above, the width Hy of the entire multilayer shear wall 30Y extending in the second direction Y is larger than the width Hx of the entire multilayer shear wall 30X extending in the first direction X. It is a dimension. Therefore, especially in the second direction Y, the stress acting on the joint between the second wall column 32Y and the third wall column 33Y and the beam member 25Y connected to the side opposite to the first wall column 31Y is applied. growing.
Here, as described above, the beam member 25Y is pin-joined to the second wall column 32Y and the third wall column 33Y. As a result, damage to the joint portion due to stress acting on the joint portion can be suppressed, and the deformation of the second wall column 32Y and the third wall column 33Y can be suppressed by the beam member 25Y.

FIG. 10 is a diagram showing the simulation results of the layer maximum shear force (kN), the layer maximum interlayer deformation angle (rad), and the layer maximum displacement (cm) in the first direction for the vibration damping building having the above-mentioned configuration. Is. FIG. 11 is a diagram showing the simulation results of the layer maximum shear force (kN), the layer maximum interlayer deformation angle (rad), and the layer maximum displacement (cm) in the second direction for the vibration damping building having the above-mentioned configuration. Is.
For the vibration damping building 1 having the above configuration, the maximum shear force (kN) and maximum layer in each layer (floor) when the force in the horizontal direction is input in each of the first direction X and the second direction Y. We simulated the inter-story deformation angle (rad) and the maximum layer displacement (cm). Further, as a comparative example, the same simulation was performed in the case where the column member 24 and the beam member 25 of the column-beam frame 22 were made of steel and an oil damper and a viscoelastic damper were used as the vibration damping frame portion 23. In FIGS. 10 and 11, the line L1 shows the simulation result in the vibration damping building 1, and the line L2 shows the simulation result in the steel-framed building as a comparative example.
As a result, as shown in FIGS. 10 and 11, in the vibration control building 1 provided with the multi-story seismic walls 30X and 30Y having the above configuration, the column-beam frame 22 is made of steel and the oil damper is used as the vibration control frame 23. It was confirmed that the same response characteristics and vibration control performance can be obtained as compared with the comparative example equipped with the viscoelastic damper.

According to the vibration damping building 1 as described above, the vibration damping building 1 is provided with the multi-story seismic walls 30X and 30Y, and the multi-story seismic walls 30X and 30Y are the first wall pillars 31X provided in the same plane. 31Y, 2nd wall pillars 32X, 32Y, and 3rd wall pillars 33X, 33Y are provided, and the 2nd wall pillars 32X, 32Y and the 3rd wall pillars 33X, 33Y sandwich the 1st wall pillars 31X, 31Y in the width direction. The first wall pillars 31X, 31Y are provided on opposite sides of each other at a distance from the first wall pillars 31X, 31Y, and are joined to the first wall pillars 31X, 31Y by a plurality of boundary beams 35X, 35Y, 36X, 36Y. The cross-sectional area of 31Y is larger than the cross-sectional area of the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y.
According to such a configuration, among the first wall pillars 31X, 31Y, the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y constituting the multilayer seismic walls 30X, 30Y, the third wall pillars are arranged in the center. The cross-sectional area of one wall pillar 31X, 31Y is larger than the cross-sectional area of the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y arranged on both sides thereof. As a result, the first wall columns 31X and 31Y function like the core columns of the multi-story shear walls 30X and 30Y, and suppress the deformation of the multi-story shear walls 30X and 30Y due to the horizontal load acting by an earthquake or wind. be able to.
Further, when the first wall pillar 31X, 31Y tries to be displaced toward the second wall pillar 32X, 32Y side or the third wall pillar 33X, 33Y side due to the horizontal load acting by an earthquake or wind, the second wall pillar 31X, 31Y is second. The reaction force from the wall columns 32X, 32Y and the third wall columns 33X, 33Y is transmitted to the side ends of the first wall columns 31X, 31Y via the boundary beams 35X, 35Y, 36X, 36Y. In this way, the deformation generated in the first wall pillars 31X and 31Y is reduced by the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y.
Since the deformation is reduced in this way, the stress acting on the legs of the multi-story shear walls 30X and 30Y is suppressed, and the safety of the vibration damping building 1 can be enhanced.

Further, the boundary beams 35X, 35Y, 36X, 36Y have an energy absorbing unit 37, and the boundary beams 35X, 35Y, 36X, 36Y and the floor slab are separated from each other.
According to such a configuration, the boundary beams 35X, 35Y, 36X, 36Y arranged between the first wall column 31X, 31Y and the second wall column 32X, 32Y, the third wall column 33X, 33Y are When the first wall pillar 31X, 31Y tries to be displaced toward the second wall pillar 32X, 32Y side or the third wall pillar 33X, 33Y side due to the horizontal load acting by an earthquake or wind, the first wall pillar 31X, 31Y is tilted. Due to the relative displacement of 31X, 31Y and the second wall pillar 32X, 32Y, the third wall pillar 33X, 33Y, one end is upward and the other end is downward, in different directions from each other. Force acts. Since the boundary beams 35X, 35Y, 36X, 36Y have the energy absorbing portion 37, the energy of deformation is absorbed, and the first wall column 31X, 31Y, the second wall column 32X, 32Y, and the third wall column It is possible to enhance the damping effect of the deformation generated in 33X and 33Y. Further, by separating the boundary beams 35X, 35Y, 36X, 36Y and the floor slab, the deformation of the boundary beams 35X, 35Y, 36X, 36Y is suppressed from being hindered by the floor slab, and the boundary beams 35X, High vibration control performance can be obtained by ensuring the deformation performance of 35Y, 36X, and 36Y.

In particular, in the present embodiment, the width dimensions W1x and W1y of the first wall pillars 31X and 31Y are made larger than the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y so that the first wall pillars 31X and 31Y The cross-sectional area of is larger than that of the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y. When the width dimensions W1x and W1y of the first wall pillars 31X and 31Y are increased, the amount of displacement at one side end portion 31s and the other side end portion 31t when the first wall pillars 31X and 31Y try to incline is large. Become. As a result, the amount of deformation in the boundary beams 35X, 35Y, 36X, 36Y becomes large, and the displacement energy of the first wall columns 31X, 31Y is efficiently absorbed.

Further, the beam member 25Y of the second wall pillar 32Y and the third wall pillar 33Y connected to the opposite side of the first wall pillar 31Y is pin-joined to the second wall pillar 32Y and the third wall pillar 33Y. ..
According to such a configuration, the second wall column 32Y, the third wall column 33Y, and the beam member 25Y arranged on the outside of the multilayer seismic wall 30Y are pin-joined to form the second wall column 32Y. It is possible to prevent the column-beam structure 22 around the multi-story seismic wall 30Y from excessively restraining the deformation of the third wall column 33Y. Therefore, the seismic control performance of the multi-story shear wall 30Y can be fully exhibited.

(Modified example of the embodiment)
The vibration damping building of the present invention is not limited to the above-described embodiment described with reference to the drawings, and various modifications can be considered within the technical scope thereof.
For example, in the above embodiment, the thickness dimensions T1 of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y in the first direction X are the same, and the first wall pillar 31X and the second wall pillar 33Y have the same thickness dimension T1. The thickness dimension T2 of the 32X and the third wall pillar 33X in the second direction Y is also the same, but is not limited to this. The thickness dimensions T1 of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y in the first direction X may be different from each other, and the first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 33Y may be different from each other. The thickness dimension T2 of the wall pillar 33X in the second direction Y may also be different from each other.
Further, the boundary beams 35X, 35Y, 36X, and 36Y are not always arranged on each floor of the superstructure 20, and may be arranged at appropriate intervals in the vertical direction Z.
Further, the energy absorbing portion 37 of the boundary beams 35X, 35Y, 36X, 36Y may be included in a part (at least one) of the plurality of boundary beams 35X, 35Y, 36X, 36Y.
Further, in the above embodiment, the second wall pillar 32X and the third wall pillar 33X arranged on both sides of the first direction X are the first wall pillars of the multilayer seismic wall 30X arranged on both sides of the first direction X. It was rigidly joined to 31Y, but it is not limited to this. The second wall pillar 32X and the third wall pillar 33X arranged on both sides of the first direction X are provided apart from the first wall pillar 31Y of the multilayer seismic wall 30X arranged on both sides of the first direction X. You may be.

In the above embodiment, the beam member 25X extending in the first direction X is rigidly joined to the multilayer shear wall 30Y, and the beam member 25Y extending in the second direction Y is pin-joined, but the present invention is limited to this. do not have. Both of these may be pin-bonded. Alternatively, for example, when the distance between the columns is a long span in the second direction Y, the load axial force acting on the second wall column 32Y and the third wall column 33Y by the beam member 25Y does not increase, so that the second The beam member 25Y extending in the direction Y may also be rigidly joined to the multilayer seismic wall 30Y together with the beam member 25X.
Further, in the above embodiment, the width Hy of the entire multilayer shear wall 30Y is larger than the width Hx of the entire multilayer shear wall 30X, but the present invention is not limited to this. These widths Hx and Hy may be the same, or the width Hx may be larger than the width Hy.
Further, each vibration damping frame 23 is designed to form an H shape when viewed from above, but the present invention is not limited to this. The vibration damping frame portion 23 may be configured such that the multi-story seismic wall 30X and the multi-story seismic wall 30Y are appropriately arranged in another arrangement such as a square shape or a ladder shape when viewed from above. Further, the multi-story earthquake-resistant wall 30X and the multi-story earthquake-resistant wall 30Y may not be arranged in combination, but may be arranged at positions separated from each other in the vibration damping building 1.
Further, the column bases of the multi-story shear walls 30X and 30Y may be joined to the foundation beam or the girder constituting the substructure 10.
Further, the pillar bases of the first wall columns 31X, 31Y, the second wall columns 32X, 32Y, and the third wall columns 33X, 33Y of the multi-story shear walls 30X and 30Y are formed so as to be tapered downward. The lower structure 10 may be pin-bonded.
In the above embodiment, the vibration damping frame 23 is provided with three sets, but the present invention is not limited to this. The number and arrangement of the vibration damping frame 23 can be appropriately changed according to the plan shape, scale, and the like of the vibration damping building 1.
Further, the multi-story shear walls 30X and 30Y may be arranged along the outer wall surfaces 1a and 1b of the vibration damping building 1.
In the above embodiment, the multi-story shear walls 30X and 30Y are continuously provided from the first floor above the ground to the top floor of the building, but in the case where they are set from the lower floor to the specific intermediate floor of the ground floor. However, if three wall pillars are installed in parallel, the multi-story shear wall can exert the function of the core pillar and reduce the deformation due to the seismic load. Further, when the multi-story shear walls 30X and 30Y are installed in the central part of the building rather than the outer peripheral part of the building, the load bearing capacity and the deformation suppressing effect can be exhibited as the core pillar.
In addition to this, as long as it does not deviate from the gist of the present invention, it is possible to select the configuration described in the above embodiment or change it to another configuration as appropriate.

1 Vibration control building 31X, 31Y 1st wall pillar 22 Pillar beam structure 32X, 32Y 2nd wall pillar 23 Vibration control frame 33X, 33Y 3rd wall pillar 25Y Beam member 35X, 35Y, 36X, 36Y Boundary beam 30X, 30Y series Layer seismic wall 37 Energy absorption part

Claims (3)

It is a vibration-damping building with multi-story earthquake-resistant walls.
The multi-story shear wall includes a first wall pillar, a second wall pillar, and a third wall pillar provided in the same plane.
The second wall pillar and the third wall pillar are provided on opposite sides of the first wall pillar in the width direction so as to be separated from the first wall pillar, and the first wall pillar and a plurality of the first wall pillars are provided. Joined by a pilaster,
A vibration-damping building characterized in that the cross-sectional area of the first wall pillar is larger than the cross-sectional area of the second wall pillar and the third wall pillar. At least one of the plurality of boundary beams has an energy absorbing portion.
The vibration damping building according to claim 1, wherein the boundary beam and the floor slab are separated from each other. At least a part of the beam member of the second wall column and the third wall column connected to the side opposite to the first wall column is pin-bonded to the second wall column and the third wall column. The anti-vibration building according to claim 1 or 2, characterized in that it is located.

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