JP7374878B2 - vibration damping building - Google Patents

Description

The present invention relates to vibration damping buildings.

One method to improve the vibration resistance of buildings is to use multi-layer shear walls.
For example, Patent Document 1 describes a plurality of boundary beams provided between continuous shear walls arranged at intervals, a bending deformation absorbing damper provided on the boundary beams, and a damper provided on the multi-layer shear walls. A configuration including a shear deformation absorbing damper is disclosed.
Further, Patent Document 2 describes a plurality of multilayer shear walls that are spaced apart from each other in the same plane on the outer peripheral surface of a superstructure, a plurality of boundary beams that connect the plurality of multilayer shear walls, A configuration is disclosed in which the lower end of the multi-layer earthquake-resistant wall is supported by pins on the lower structure.
Further, Patent Document 3 discloses that each multi-layer earthquake-resistant The wall is rotatably supported by a pin on the lower structure at one point on the outer lower end thereof, and an energy absorbing member is provided between the lower structure and another point on the inner lower end of each continuous shear wall. A configuration is disclosed in which at least one of the plurality of interposed boundary beams includes an energy absorbing member.

For example, in ultra-high-rise buildings with a height of 200 to 300 meters, the period of shaking caused by earthquakes and wind becomes long. In particular, the shaking caused by wind increases exponentially with the height of the building. When attempting to design such a super high-rise building using reinforced concrete (RC) construction, the configurations disclosed in Patent Documents 1 to 3 result in excessive stress occurring in the legs of the multi-story shear wall when shaking occurs. This may be difficult to achieve.

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

An object of the present invention is to provide a vibration-damping building that can improve safety by suppressing stress acting on the legs of a multi-layer shear wall.

The present inventors constructed a vibration-damping building by arranging three continuous shear walls in parallel, and by making the cross-sectional area of the first wall column located in the center larger than the other second and third wall columns. By connecting the multi-story shear walls with each other with multiple boundary beams, when an earthquake load acts, the first wall column becomes the core, and the wall columns on both sides of the first wall column act as a core. The present invention was developed by focusing on the fact that by providing shear resistance in opposite directions, the axial force applied to the first wall column can be reduced and a building that can ensure excellent structural safety can be realized.
In order to solve the above problems, the present invention employs the following means.
That is, the vibration-damping building of the present invention is a vibration-damping building in which a multi-layer seismic wall is provided, and the multi-layer seismic wall includes a first wall pillar, a second wall pillar, and a third wall pillar provided in the same plane. a wall pillar; the second wall pillar and the third wall pillar are provided on opposite sides of the first wall pillar in the width direction and spaced apart from the first wall pillar; The first wall pillar is connected to a 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, among the first wall pillar, second wall pillar, and third wall pillar that constitute the multi-layer earthquake-resistant wall, the cross-sectional area of the first wall pillar arranged in the center is equal to that of the second wall pillar. and larger than the cross-sectional area of the third wall pillar. As a result, the first wall column functions like a core pillar of a multi-layered shear wall, and can suppress deformation that occurs in the multi-layered shear wall due to horizontal loads caused by earthquakes, wind, etc. Additionally, if the first wall pillar tries to tilt toward the second wall pillar or the third wall pillar due to horizontal loads acting on it due to earthquakes, wind, etc., the pressure from the second wall pillar and the third wall pillar may A reaction force is transmitted to the side end of the first wall column via the boundary beam. In this way, deformation occurring 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 continuous shear wall is suppressed, making it 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. .
According to such a configuration, the boundary beam placed between the first wall pillar, the second wall pillar, and the third wall pillar is such that the first wall pillar is When an attempt is made to move toward the second wall pillar or the third wall pillar, one end will move upward due to the relative displacement between the first wall pillar, the second wall pillar, and the third wall pillar. , the other end is directed downward, and forces act in different directions. Since the boundary beam has the energy absorbing portion, the energy of deformation is absorbed, and the effect of damping the deformation occurring in the first wall pillar, the second wall pillar, and the third wall pillar can be enhanced. In addition, by separating the boundary beam from the floor slab, the deformation of the boundary beam is prevented from being obstructed by the floor slab, ensuring the damping effect of the boundary beam and achieving high vibration damping performance. .

In one aspect of the present invention, in the vibration-damping building of the present invention, at least a portion of the beam member connected to the side opposite to the first wall pillar of the second wall pillar and the third wall pillar, It is pin-joined to the second wall pillar and the third wall pillar.
According to such a configuration, the second wall pillar, the third wall pillar, and the beam member arranged on the outside of the continuous seismic wall are pin-joined, so that the second wall pillar and the third wall pillar are connected by pins. It is possible to suppress deformation from being restrained by the column-beam frame around the continuous shear wall. Therefore, the seismic control performance of the multi-layer shear wall can be fully demonstrated.

According to the present invention, it is possible to improve safety by suppressing the stress acting on the legs of a continuous seismic wall.

FIG. 1 is a diagram of a multi-layer seismic wall provided in a vibration-damping building according to an embodiment of the present invention, viewed from a first direction. FIG. 3 is a diagram of a multilayer seismic wall provided in a vibration-damping building according to an embodiment of the present invention, viewed from a second direction. FIG. 1 is a plan cross-sectional view showing a multi-layer seismic wall provided in a vibration-damping building according to an embodiment of the present invention. FIG. 4 is an enlarged plan cross-sectional view showing the multi-layer seismic wall of FIG. 3. FIG. 2 is an enlarged view of a main part of a multi-layer seismic wall provided along a second direction. FIG. 2 is an enlarged view of a main part of a multi-layer seismic wall provided along a first direction. It is a figure showing the shear resistance function against horizontal load by three wall pillars which constitute a vibration-damping building of the present invention, and a boundary beam between each wall pillar. It is a figure which shows the state where the multilayer seismic wall provided along the second direction deform|transformed in the second direction. FIG. 3 is a diagram showing a state in which a multilayer seismic wall provided along the first direction is deformed in the first direction. It is a figure which shows the simulation result of the maximum shear force of a layer, the maximum interstory deformation angle of a layer, and the maximum displacement of a layer in a first direction. It is a figure which shows the simulation result of the maximum shear force of a layer, the maximum interstory deformation angle of a layer, and the maximum displacement of a layer in a second direction.

The present invention arranges three multi-layer seismic walls in parallel, and makes the cross-sectional area of the first wall pillar located in the center larger than the other second and third wall pillars, thereby increasing the seismic resistance of each layer. It is a vibration-damping building in which walls are connected with multiple boundary beams.
EMBODIMENT OF THE INVENTION Hereinafter, with reference to an accompanying drawing, the form for implementing the damping building by this invention is demonstrated based on a drawing.
FIG. 1 shows a view from a first direction of a multilayer seismic wall provided in a vibration-damping building according to an embodiment of the present invention. FIG. 2 is a diagram of a multilayer seismic wall provided in a vibration-damping building according to an embodiment of the present invention, viewed from a second direction. FIG. 3 is a plan cross-sectional view showing a continuous seismic wall provided in a vibration-damping building according to an embodiment of the present invention. In FIGS. 1, 2, and later side views of the vibration-damping building, the multi-layer seismic wall 30X extending in the first direction X, which will be described later, is patterned with a sparse dot pattern. The continuous seismic wall 30Y extending in two directions Y is patterned with a dense dot pattern. Moreover, in each cross-sectional view of FIG. 3 and FIG. 4 described later, the continuous-layer earthquake-resistant wall 30X and the continuous-layer earthquake-resistant wall 30Y are illustrated with different hatching patterns.
As shown in FIGS. 1 and 2, the vibration-damping building 1 includes a lower structure 10, which is a foundation structure, and an upper structure 20.
As shown in FIG. 3, this vibration-damping building 1 is rectangular in plan view as a whole, and has an outer wall surface 1a formed along a first direction X extending in the horizontal direction when viewed from above, and an outer wall surface 1a formed along a first direction The outer wall surface 1b is formed along a second direction Y that is orthogonal to each other and extends in the horizontal direction. In this embodiment, the vibration-damping building 1 has a rectangular shape in plan view, with the long side in the second direction Y and the short side in the first direction X. The vibration-damping building 1 is, for example, a very high-rise building with a height of about 200 m from the ground surface Gf.

As shown in FIGS. 1 and 2, the lower structure 10 is constructed in the ground G below the ground surface Gf. The lower structure 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 this embodiment, the lower structure 10 is a pile foundation structure having a plurality of foundation piles 11.
The upper structure 20 is provided above the lower structure 10. As shown in FIG. 3, the frame 21 of the upper structure 20 includes a column-beam frame 22 formed on the outer periphery of the upper structure 20 and a vibration damping frame 23 formed on the inner periphery of the upper structure 20. We are prepared.
The column-beam frame 22 includes 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 made of reinforced concrete, such as 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 upper structure 20 at intervals in the vertical direction Z. Each beam member 25 is made of, for example, a steel frame structure. On each floor, a plurality of beam members 25 are constructed between column members 24 adjacent to each other in the first direction X and the second direction Y.

In this embodiment, for example, three sets of vibration damping frame sections 23 are provided on the inner circumference of the upper structure 20. As shown in FIGS. 2 and 3, these vibration damping frame sections 23 are arranged at the center of the upper structure 20 in the first direction X. As shown in FIGS. 1 and 3, the vibration damping frame sections 23 are arranged at the center of the upper structure 20 and on both sides of the second direction Y, respectively. That is, the three sets of vibration damping frame sections 23 are arranged at intervals in the second direction Y.
FIG. 4 is an enlarged plan cross-sectional view showing the continuous shear wall of FIG. 3.
As shown in FIG. 4, each damping frame section 23 has an H shape when viewed from above. The damping frame section 23 includes two multi-layer shear walls 30Y arranged at intervals in the first direction X, and a multi-layer seismic wall 30X arranged between the two multi-layer seismic walls 30Y. are doing. The two multi-layer seismic walls 30Y are each formed along a vertical plane that is perpendicular to the first direction X and includes the second direction Y. Each layered seismic wall 30Y extends in the second direction Y when viewed from above. The multi-layer seismic wall 30X is arranged between the intermediate portions of the two multi-layer seismic walls 30Y in the second direction Y. The multilayer seismic wall 30X is formed along a vertical plane that is perpendicular to the second direction Y and includes the first direction X. The continuous seismic wall 30X extends in the first direction X when viewed from above.

FIG. 5 is an enlarged view of the main parts of the multi-layer seismic wall provided along the second direction.
As shown in FIGS. 4 and 5, the multi-layer seismic wall 30Y includes a first wall pillar 31Y, a second wall pillar 32Y, a third wall pillar 33Y, and boundary beams 35Y and 36Y.
The first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y are formed of reinforced concrete, for example. The first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 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 formed in the same vertical plane that is perpendicular to the first direction X and includes the second direction Y. The first wall pillar 31Y is arranged at the center in the second direction Y in the multi-layer seismic wall 30Y. The second wall pillar 32Y and the third wall pillar 33Y are arranged at both ends of the multi-layer seismic wall 30Y in the width direction along the second direction Y. 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 multi-layer 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 this embodiment, the width dimension W1y of the first wall pillar 31Y in the second direction Y is set 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 this embodiment, the thickness dimension T1 in the first direction X of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y is 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 connect the second wall pillar 32Y, the third wall pillar 33Y, and the first wall pillar 31Y. The boundary beams 35Y and 36Y are arranged at intervals in the vertical direction Z, for example, on each floor of the superstructure 20.
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 pillar 31Y and the second wall pillar 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, 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 made of extremely low yield point steel (not shown) is provided which has a lower yield point than the steel material forming both ends. The boundary beams 35Y and 36Y are deformed when the first wall pillar 31Y, second wall pillar 32Y, and third wall pillar 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. This absorbs deformation energy. In other words, the boundary beams 35X and 35Y have an energy absorbing portion 37 that is realized as a hysteresis damper with a low yield point in this embodiment (see FIGS. 8 and 9). The energy absorber 37 may be another type of damper, such as a friction damper.
In this way, the boundary beams 35Y and 36Y are structures that connect the second wall pillar 32Y, the third wall pillar 33Y, and the first wall pillar 31Y, and also have a function as an energy absorbing member. .

In such a multi-layer earthquake-resistant wall 30Y, as shown in FIG. The ends of the beam member 25X extending in the direction X are joined (rigidly joined). The beam member 25X is joined to the center portions of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y in the second direction Y.
In addition, as shown in FIG. 5, in the multi-layer earthquake-resistant wall 30Y, with respect to the second wall pillar 32Y and the third wall pillar 33Y arranged on both sides in the second direction Y, the side opposite to the first wall pillar 31Y is The connected beam members 25Y extending in the second direction Y are pin-joined via pins 38.

FIG. 6 is an enlarged view of the main parts of the multi-layer seismic wall provided along the first direction.
As shown in FIGS. 4 and 6, the multi-layer seismic wall 30X includes a first wall pillar 31X, a second wall pillar 32X, a third wall pillar 33X, and boundary beams 35X and 36X.
The first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 33X are formed of reinforced concrete, for example. The first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 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 formed in the same vertical plane that is perpendicular to the second direction Y and includes the first direction X. The first wall pillar 31X is arranged at the center in the first direction X in the multi-layer seismic wall 30X. The second wall pillar 32X and the third wall pillar 33X are arranged at both ends of the multi-layer seismic wall 30X in the width direction along the first direction X. 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 multi-layer 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 this embodiment, the width dimension W1x of the first wall pillar 31X in the first direction X is set larger than the width dimensions W2x and W3x of the second wall pillar 32X and the third wall pillar 33X in the first direction X. . Moreover, the width dimension W1x of the first wall pillar 31X is smaller than the width dimension W1y of the first wall pillar 31Y of the multi-layer seismic wall 30Y. In this embodiment, the thickness dimension T2 in the second direction Y of the first wall pillar 31X, the second wall pillar 32X, and the third wall pillar 33X is 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, 36X connect the second wall pillar 32X, the third wall pillar 33X, and the first wall pillar 31X. The boundary beams 35X and 36X are arranged at intervals in the vertical direction Z, for example, on each floor of the superstructure 20.
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 pillar 31X and the second wall pillar 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, 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 made of extremely low yield point steel (not shown) is provided, which has a lower yield point than the steel material forming both ends. The boundary beams 35X, 36X deform when the first wall column 31X, second wall column 32X, and third wall column 33X are rotationally deformed and a stress equal to or higher than the yield point set for the boundary beams 35X, 36X is input. This absorbs deformation energy. That is, the boundary beams 35X, 35X have the energy absorbing portion 37, which is realized as a hysteresis damper with a low yield point in this embodiment. The energy absorber 37 may be another type of damper, such as a friction damper.
In this way, the boundary beams 35X and 36X are structures that connect the second wall pillar 32X, the third wall pillar 33X, and the first wall pillar 31X, and also have a function as an energy absorbing member. .

In such a continuous shear wall 30X, the second wall pillar 32X and the third wall pillar 33X arranged on both sides of the first direction 1 is rigidly connected to the wall pillar 31Y. Thereby, the multi-layer seismic wall 30X is more strongly constructed in the first direction X.

In the present embodiment, the width of the entire multi-layer shear wall 30X extending in the first direction The width of the entire multilayer seismic wall 30Y extending in Y, that is, the distance Hy between the outer ends of the second wall pillar 32Y and the third wall pillar 33Y is a large dimension.

FIG. 7 shows the shear resistance function of the multi-layer shear walls 30X and 30Y against horizontal loads. Conceptually, when a horizontal load F acts, a large bending moment tends to occur in the first wall columns 31X and 31Y located in the center toward the column bases of the wall columns, as shown in FIG. , the first wall pillars 31X, 31Y, the second wall pillars 32X, 32Y located on the left side, and the first wall pillars 31X, 31Y, and the third wall pillars 33X, 33Y located on the right side, respectively, the boundary beam 35X, 35Y, 36X, and 36Y, the first wall pillars 31X, 31Y and the second wall pillars 32X, 32Y resist in the upward direction, and the first wall pillars 31X, 31Y and the third wall pillars 33X, 33Y The bending moment acting on the first wall pillars 31X and 31Y in the center is reduced by resisting the downward direction and canceling it out. Moreover, the axial force acting on the first wall pillars 31X and 31Y is also reduced.
FIG. 8 is a diagram showing a state in which the multi-layer seismic wall provided along the second direction is deformed in the second direction. FIG. 9 is a diagram showing a state in which the multilayer seismic wall provided along the first direction is deformed in the first direction.
First, in such a vibration-damping building 1, when horizontal loads are applied due to earthquakes, wind, etc., it is located in the center and has a larger cross-sectional area than the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y. However, especially in this embodiment, the first wall pillars 31X, 31Y, which have a width larger than the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y, have an effect as a central pillar. That is, it acts so that the amount of deformation for each layer becomes uniform while suppressing inter-layer deformation of the vibration-damping building 1.
Furthermore, as shown in FIGS. 8 and 9, if the first wall pillars 31X and 31Y try to be displaced toward the third wall pillars 33X and 33Y due to horizontal loads caused by earthquakes, wind, etc., At one side end 31s of the first wall pillars 31X, 31Y on the third wall pillar 33X, 33Y side, a compressive force F1 that pushes the one side end 31s of the first wall pillars 31X, 31Y downward acts. do. One side end 31s of the first wall pillars 31X, 31Y is joined to the third wall pillars 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 pillars 33X, 33Y, and a downward pushing force F2 acts on the third wall pillars 33X, 33Y. The third wall pillars 33X, 33Y exert an upward reaction force F3 that resists the downward pushing force F2, and this reaction force F3 is applied to the side ends of the first wall pillars 31X, 31Y via the boundary beams 36X, 36Y. 31s.
Moreover, a tensile force F4 that extends the side ends 31t upwardly acts on the other side ends 31t of the first wall pillars 31X, 31Y on the second wall pillars 32X, 32Y side. The other side end portion 31t of the first wall pillars 31X, 31Y is joined to the second wall pillars 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, 32Y, and an upward tensile force F5 acts on the second wall pillars 32X, 32Y. The second wall pillars 32X, 32Y exert a downward reaction force F6 that resists the upward tensile force F5, and this reaction force F6 is transferred to the other side of the first wall pillars 31X, 31Y via the boundary beams 35X, 35Y. The signal is transmitted to the end portion 31t.

In this way, when the first wall pillars 31X, 31Y try to undergo rotational deformation, at least a portion of the compressive force F1 and the tensile force F4 generated in the first wall pillars 31X, 31Y are transferred to the second wall pillars 32X, 32X on both sides thereof, 32Y, and the reaction forces F3 and F6 transmitted from the third wall pillars 33X and 33Y cancel each other out. In this way, the rotational deformation of the first wall pillars 31X, 31Y is suppressed by the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y arranged on both sides of the first wall pillars 31X, 31Y.
On both sides of the first wall pillars 31X, 31Y, the width dimensions W2x, W2y of the second wall pillars 32X, 32Y are the same as the width dimensions W3x, W3y of the third wall pillars 33X, 33Y, and the boundary beam If the lengths of 35X, 35Y and the boundary beams 36X, 36Y are the same, then the upward reaction force F3 and the downward reaction force F6 will be the same on both sides of the first wall pillars 31X, 31Y. Thereby, the axial force fluctuations at one side end 31s and the other side end 31t of the first wall pillars 31X, 31Y are mutually canceled.

In addition, the boundary beams 35X, 35Y, 36X, 36Y arranged between the first wall pillars 31X, 31Y, 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 wall pillar 31Y, the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y, forces are applied in different directions such that one end is upward and the other end is downward. act. For example, in the boundary beam 36Y arranged between the first wall pillar 31Y and the third wall pillar 33Y in FIG. 8, a downward force acts on the end on the first wall pillar 31Y side due to the compressive force F1. , an upward force acts on the end of the third wall column 33Y due to the reaction force F3. Here, since the boundary beams 35X, 35Y, 36X, and 36Y have the energy absorbing portions 37, the deformation energy is absorbed by the boundary beams 35X, 35Y, 36X, and 36Y. The effect of damping the deformation occurring in the three wall pillars 33X and 33Y can be enhanced.
The upper limit of the force (stress) transmitted between the first wall pillars 31X, 31Y, the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y is set to the boundary beams 35X, 35Y, 36X, 36Y. It can be determined by the yield strength obtained. At the design stage, by adjusting the yield strength of the boundary beams 35X, 35Y, 36X, and 36Y, it becomes possible to appropriately set the seismic damping performance of the multilayer shear walls 30X and 30Y.

As mentioned above, the first wall pillars 31X, 31Y located in the center have a larger cross-sectional area than the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y. In particular, in this embodiment, the first wall pillars 31X, 31Y are wider than the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y. For this reason, in the first wall pillars 31X, 31Y, when viewed from above, the distance in the horizontal direction from the center to the end is longer, and the first wall pillars 31X, 31Y are displaced so as to be tilted. The amount of displacement at the end becomes large. Therefore, the amount of displacement of the boundary beams 35X, 35Y, 36X, and 36Y joined to this end portion increases.
This displacement is efficiently absorbed by the energy absorbing section 37.

In addition, in this embodiment, as already explained, the width Hy of the entire multi-layer shear wall 30Y extending in the second direction Y is larger than the width Hx of the entire multi-layer shear wall 30X extending in the first direction The dimensions are as follows. Therefore, especially in the second direction Y, the stress acting on the joint between the second wall pillar 32Y and the third wall pillar 33Y and the beam member 25Y connected on the opposite side to the first wall pillar 31Y is increased. growing.
Here, as described above, the beam member 25Y is pin-jointed to the second wall pillar 32Y and the third wall pillar 33Y. This suppresses damage to the joint due to stress acting on the joint, and prevents the beam member 25Y from restraining deformation of the second wall pillar 32Y and the third wall pillar 33Y.

FIG. 10 is a diagram showing the simulation results of the maximum shear force of a story (kN), the maximum interstory deformation angle (rad), and the maximum displacement (cm) of a story in the first direction, conducted for a damping building with the above-mentioned configuration. It is. FIG. 11 is a diagram showing the simulation results of the maximum shear force of a story (kN), the maximum interstory deformation angle (rad), and the maximum displacement (cm) of a story in the second direction, conducted for a damping building with the above-mentioned configuration. It is.
Regarding the vibration-damping building 1 having the above-mentioned configuration, the maximum floor shear force (kN) at each floor (floor), the maximum floor shear force when a horizontal force is input in each of the first direction The interlayer deformation angle (rad) and maximum layer displacement (cm) were simulated. Furthermore, as a comparative example, a similar simulation was performed in the case where the column members 24 and beam members 25 of the column-beam frame 22 were made of steel, and the damping frame part 23 was an oil damper and a viscoelastic damper. In FIGS. 10 and 11, a line L1 shows the simulation results for the damping building 1, and a line L2 shows the simulation results for the steel frame building as a comparative example.
As a result, as shown in FIGS. 10 and 11, in the vibration-damping building 1 equipped with the multi-layer seismic walls 30X and 30Y having the above configuration, the column-beam frame 22 is a steel frame structure, and the vibration-damping frame structure 23 is an oil damper, It was confirmed that comparable response characteristics and vibration damping performance could be obtained compared to the comparative example equipped with a viscoelastic damper.

According to the above-described vibration-damping building 1, the multi-layer seismic walls 30X, 30Y are provided in the vibration-damping building 1, and the multi-layer seismic walls 30X, 30Y are provided with a first wall column 31X, which is provided in the same plane. The second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y sandwich the first wall pillars 31X, 31Y in the width direction. The first wall pillars 31X, 31Y are connected to the first wall pillars 31X, 31Y by a plurality of boundary beams 35X, 35Y, 36X, 36Y, and are provided on opposite sides of each other and separated from the first wall pillars 31X, 31Y. The cross-sectional area of 31Y is larger than the cross-sectional area of second wall pillars 32X, 32Y and third wall pillars 33X, 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 that constitute the multi-layer earthquake-resistant walls 30X, 30Y, the central The cross-sectional area of the first wall pillar 31X, 31Y is larger than the cross-sectional area of the second wall pillar 32X, 32Y and the third wall pillar 33X, 33Y arranged on both sides thereof. As a result, the first wall pillars 31X, 31Y function like the core pillars of the multi-story shear walls 30X, 30Y, and suppress the deformation that occurs in the multi-story shear walls 30X, 30Y due to horizontal loads caused by earthquakes, wind, etc. be able to.
Furthermore, if the first wall pillars 31X, 31Y try to displace so as to tilt toward the second wall pillars 32X, 32Y, or the third wall pillars 33X, 33Y due to horizontal loads acting due to earthquakes, wind, etc. Reaction forces from the wall pillars 32X, 32Y and the third wall pillars 33X, 33Y are transmitted to the side ends of the first wall pillars 31X, 31Y via the boundary beams 35X, 35Y, 36X, 36Y. In this way, deformation occurring in the first wall pillars 31X, 31Y is reduced by the second wall pillars 32X, 32Y and the third wall pillars 33X, 33Y.
Since the deformation is reduced in this way, the stress acting on the legs of the multi-layer seismic walls 30X and 30Y is suppressed, making it possible to improve the safety of the vibration-damping building 1.

Furthermore, the boundary beams 35X, 35Y, 36X, and 36Y have energy absorbing portions 37, and the boundary beams 35X, 35Y, 36X, and 36Y are separated from the floor slab.
According to such a configuration, the boundary beams 35X, 35Y, 36X, 36Y arranged between the first wall pillars 31X, 31Y, the second wall pillars 32X, 32Y, and the third wall pillars 33X, 33Y are as follows: When the first wall pillars 31X, 31Y try to displace so as to tilt toward the second wall pillars 32X, 32Y or the third wall pillars 33X, 33Y due to horizontal loads acting on them due to earthquakes, wind, etc., the first wall pillars Due to the relative displacement between 31X, 31Y, second wall pillars 32X, 32Y, and third wall pillars 33X, 33Y, one end moves upward and the other end moves downward in different directions. Force acts. Since the boundary beams 35X, 35Y, 36X, and 36Y have the energy absorbing portions 37, the energy of deformation is absorbed, and the first wall pillars 31X, 31Y, the second wall pillars 32X, 32Y, and the third wall pillars The damping effect of the deformation occurring in 33X and 33Y can be enhanced. In addition, by separating the boundary beams 35X, 35Y, 36X, 36Y from the floor slab, deformation of the boundary beams 35X, 35Y, 36X, 36Y is suppressed from being hindered by the floor slab, and the boundary beams 35X, It is possible to secure the deformation performance of 35Y, 36X, and 36Y and obtain high vibration damping performance.

Particularly in this embodiment, by making the width dimensions W1x and W1y of the first wall pillars 31X and 31Y larger than those of the second wall pillars 32X and 32Y and the third wall pillars 33X and 33Y, the first wall pillars 31X and 31Y The cross-sectional area of the wall pillars is made larger than that of the second wall pillars 32X, 32Y and the third wall pillars 33X, 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 31s and the other side end 31t increases when the first wall pillars 31X and 31Y try to incline. Become. As a result, the amount of deformation in the boundary beams 35X, 35Y, 36X, and 36Y increases, and the displacement energy of the first wall pillars 31X and 31Y is efficiently absorbed.

Moreover, the beam member 25Y connected to the side opposite to the first wall pillar 31Y of the second wall pillar 32Y and the third wall pillar 33Y is pin-jointed to the second wall pillar 32Y and the third wall pillar 33Y. .
According to such a configuration, the second wall pillar 32Y, the third wall pillar 33Y, and the beam member 25Y arranged on the outside of the multilayer seismic wall 30Y are pin-jointed, so that the second wall pillar 32Y, The deformation of the third wall pillar 33Y can be prevented from being excessively restrained by the pillar-beam frame 22 around the multi-layer seismic wall 30Y. Therefore, the seismic damping performance of the continuous seismic wall 30Y can be fully exhibited.

(Modified example of embodiment)
Note that 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 made within the technical scope thereof.
For example, in the above embodiment, the thickness dimension T1 in the first direction X of the first wall pillar 31Y, the second wall pillar 32Y, and the third wall pillar 33Y is the same, and the first wall pillar 31X and the second wall pillar Although the thickness dimension T2 of the third wall pillar 32X and the third wall pillar 33X in the second direction Y is also the same, it is not limited thereto. The thickness dimension 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. The thickness dimension T2 of the wall pillars 33X in the second direction Y may also be different from each other.
Further, the boundary beams 35X, 35Y, 36X, and 36Y are not necessarily arranged on each floor of the upper structure 20, but may be arranged at appropriate intervals in the vertical direction Z.
Further, the energy absorbing portion 37 of the boundary beams 35X, 35Y, 36X, and 36Y should just be included in some (at least one) of the plurality of boundary beams 35X, 35Y, 36X, and 36Y.
In the above embodiment, the second wall pillar 32X and the third wall pillar 33X arranged on both sides of the first direction Although it is rigidly connected to 31Y, 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 You can leave it there.

In the above embodiment, the beam member 25X extending in the first direction do not have. Both of these may be pin-joined. Alternatively, for example, when the distance between the columns in the second direction Y is a long span, the load axial force acting on the second wall column 32Y and the third wall column 33Y due to the beam member 25Y does not become large. The beam member 25Y extending in the direction Y may also be rigidly connected to the continuous seismic wall 30Y together with the beam member 25X.
Further, in the above embodiment, the width Hy of the entire multi-layer seismic wall 30Y is larger than the width Hx of the entire multi-layer seismic wall 30X, but this is not restrictive. These widths Hx and Hy may be the same, or the width Hx may be larger than the width Hy.
Furthermore, although each vibration damping frame section 23 is shaped like an H when viewed from above, the present invention is not limited thereto. The damping frame portion 23 may have the multi-layer seismic walls 30X and the multi-layer seismic walls 30Y arranged in other appropriate arrangements, such as a square shape or a ladder shape when viewed from above. Further, the multi-layer seismic wall 30X and the multi-layer seismic wall 30Y may not be arranged in combination, but may be arranged at positions spaced apart from each other within the vibration-damping building 1.
Further, the column bases of the multi-layer earthquake walls 30X and 30Y may be joined to the foundation beams and girders that constitute the lower structure 10.
In addition, the column bases of the first wall columns 31X, 31Y, the second wall columns 32X, 32Y, and the third wall columns 33X, 33Y of the multi-layer earthquake-resistant walls 30X, 30Y are formed so as to become thinner toward the bottom, It may be made to be pin-joined to the lower structure 10.
In the above embodiment, three sets of vibration damping frame sections 23 are provided, but the present invention is not limited to this. The number and arrangement of the damping frame sections 23 can be changed as appropriate depending on the planar shape, scale, etc. of the damping building 1.
Further, the multi-layer seismic 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 provided continuously from the first floor above ground to the top floor of the building, but there is a case where they are set from the lower floor of the ground floor to a specific intermediate floor. However, if three wall pillars are installed in parallel, the continuous shear wall can function as a core pillar and reduce deformation due to earthquake loads. In addition, the multi-layer earthquake-resistant walls 30X and 30Y can exhibit load-bearing capacity and deformation prevention effect as core pillars when installed in the center of the building rather than in the outer periphery of the building.
In addition to this, it is possible to select the configurations mentioned in the above embodiments or to change them to other configurations as appropriate, without departing from the gist of the present invention.

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

Claims (3)

A vibration-damping building equipped with multi-layer earthquake-resistant walls,
The multi-layer seismic 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 and spaced apart from the first wall pillar. connected by boundary beams,
A vibration-damping building characterized in that a cross-sectional area of the first wall pillar is larger than a 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 absorption part,
The vibration damping building according to claim 1, wherein the boundary beam and the floor slab are separated from each other. At least a portion of a beam member of the second wall pillar and the third wall pillar connected to the side opposite to the first wall pillar is pin-joined to the second wall pillar and the third wall pillar. The vibration damping building according to claim 1 or 2, characterized in that:

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