Building structure

Abstract

To provide a building structure capable of efficiently absorbing vibration energy.SOLUTION: The building structure is a building structure including a low-rise section 10L and a high-rise section 10H. The low-rise section 10L includes a first wing wall-mounted pillar 32A and a second wing wall-mounted pillar 32B placed over a plurality of floors, and a damping device 34. The first wing wall-mounted pillar 32A and the second wing wall-mounted pillar 32B each comprise a pillar 35 and a wing wall 36 joined to the pillar 35. The wing walls 36 are provided so as to face each other. The damping device 34 connects the wing walls 36 vertically. A leg portion 35b of the pillar 35 of each of the first wing wall-mounted pillar 32A and the second wing wall-mounted pillar 32B is joined to and supported by a low-rise section pillar 24 forming the low-rise section 10L.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a building structure capable of efficiently absorbing vibration energy caused by an earthquake. [Background technology]

[0002] Various proposals have been made to improve the vibration control performance of buildings. For example, Patent Document 1 discloses a vibration control structure that includes a column with a multi-story sleeve wall provided in the lower part of a building and an energy absorbing member provided at the tip of the sleeve wall of the column with the multi-story sleeve wall. In this structure, the column with the multi-story sleeve wall is pin-connected or semi-rigidly connected to the building. The lower end of the column with the multi-story sleeve wall is connected to the foundation. In addition, the energy absorbing member connects the sleeve walls of adjacent columns with multi-story sleeve walls. Patent Document 2 also discloses a configuration that includes a wall beam constructed on one floor by adding a wall between one of the left and right columns and the upper and lower beams connected to the column, a wall beam constructed on a floor two floors above the first floor by adding a wall between the other of the left and right columns and the upper and lower beams connected to the column, and a damper installed between the upper surface of the cut end of the upper beam of the wall beam and the underside of the cut end of the lower beam of the wall beam two floors above to connect the upper and lower wall beams. Furthermore, Patent Document 3 discloses a structure including a series of multi-story earthquake-resistant walls provided in the core of a building and continuing from the lower floors to the top of the building, and a top earthquake-resistant wall provided at the top of the building between the top of the multi-story earthquake-resistant walls and the main frame. In building structures, it is desirable to absorb vibration energy more efficiently. [Prior art documents] [Patent documents]

[0003] [Patent Document 1] Patent No. 6749081 [Patent Document 2] Patent No. 6906842 [Patent Document 3] JP 2002-30826 A Summary of the Invention [Problem to be solved by the invention]

[0004] The problem to be solved by the present invention is to provide a building structure capable of efficiently absorbing vibration energy. [Means for solving the problem]

[0005] The inventors have developed a building structure with excellent vibration control performance by providing columns with sleeve walls across multiple floors on the inside of the column-beam frame of the lower floors of the building, arranging the multi-story columns with sleeve walls so that they face each other, and connecting the multi-story columns with sleeve walls vertically with damping devices. Therefore, when an earthquake occurs, the multi-story columns with sleeve walls tilt as a unit, so that the vertical displacement between the columns with sleeve walls becomes larger than when columns with sleeve walls are provided within the column-beam frame of each floor. However, this vertical displacement can be efficiently damped with a small number of damping devices, and high seismic safety performance can be realized. This led to the present invention. In order to solve the above problems, the present invention employs the following means. In other words, the building structure of the present invention is a building structure having a low-rise section and a high-rise section, the low-rise section comprising a first sleeve wall-attached column and a second sleeve wall-attached column arranged across multiple floors, and a damping device, the first sleeve wall-attached column and the second sleeve wall-attached column each comprising a column and a sleeve wall joined to the column, the sleeve walls being arranged facing each other, the damping device connecting the sleeve walls vertically, and the base of each of the first sleeve wall-attached column and the second sleeve wall-attached column being joined to and supported by a low-rise column forming the low-rise section. According to this configuration, the building structure includes a first sleeve wall column and a second sleeve wall column that are arranged across multiple floors in the lower section. The first sleeve wall column and the second sleeve wall column are arranged so that their sleeve walls face each other, and are connected in the vertical direction by a damping device. When an external force acts during an earthquake, the first sleeve wall column and the second sleeve wall column are displaced so as to tilt in the same direction. As a result, a relative displacement in the vertical direction occurs between the sleeve wall of the first sleeve wall column and the sleeve wall of the second sleeve wall column that face each other. The damping device connects the sleeve wall of the first sleeve wall column and the sleeve wall of the second sleeve wall column in the vertical direction, so that the relative displacement between the sleeve wall of the first sleeve wall column and the sleeve wall of the second sleeve wall column is damped. Here, the bases of the first sleeve wall column and the second sleeve wall column are connected to and supported by the low-rise column that forms the low-rise section, so that in the event of an earthquake, the low-rise column is deflected, and the first sleeve wall column and the second sleeve wall column are likely to tilt and displace. This increases the relative displacement between the first sleeve wall column and the second sleeve wall column. Therefore, the damping device can effectively damp the relative displacement between the first sleeve wall column and the second sleeve wall column. In this manner, the vibration energy caused by an earthquake can be efficiently absorbed in the lower floors of the building, making it possible to provide a building structure capable of efficiently absorbing vibration energy.

[0006] In one aspect of the present invention, the horizontal rigidity of each floor constituting the low-rise section is smaller than the horizontal rigidity of each floor constituting the high-rise section, and the first sleeve wall column and the second sleeve wall column are rigidly connected to the low-rise section column. With this structure, the horizontal stiffness of each floor in the lower part is smaller than that of each floor in the higher part, so that deformation of the building is concentrated in the lower part during an earthquake. This causes the first and second sleeve wall columns to be displaced significantly, and the relative displacement between them becomes large. Therefore, the vibration energy can be efficiently absorbed by the damping device. In addition, when an earthquake occurs and a column with a sleeve wall spanning multiple floors (a column with a multi-story sleeve wall) tilts, the vertical displacement that occurs between the columns with sleeve walls can be damped by the damping device, ensuring high seismic safety performance.

[0007] In one aspect of the present invention, the first sleeve wall column and the second sleeve wall column have a uniform cross section across multiple floors. According to this configuration, the first and second sleeve wall columns have a uniform cross section across multiple floors. In other words, the first and second sleeve wall columns arranged across multiple floors do not include beams at intermediate height positions. As a result, when an earthquake occurs, the first and second sleeve wall columns arranged across multiple floors deform as a unit, and a larger vertical relative displacement occurs between the sleeve walls of the first and second sleeve wall columns facing each other. Therefore, the relative displacement between the sleeve walls of the first and second sleeve wall columns can be efficiently attenuated by the damping device, and the vibration energy caused by the earthquake is efficiently absorbed. In addition, the rigidity of the columns with sleeve walls is greater than that of individual columns, and they do not generally deform except by rotating the columns, so it is possible to prevent deformation from concentrating on specific floors in the lower parts of the building. Therefore, the columns with sleeve walls located in the lower parts of the building act as cores, ensuring high deformation performance. Effect of the Invention

[0008] According to the present invention, it is possible to provide a building structure that can efficiently absorb vibration energy. [Brief description of the drawings]

[0009] [Figure 1] FIG. 1 is a vertical cross-sectional view showing a building structure according to an embodiment of the present invention. [Diagram 2] FIG. 2 is an enlarged view showing the lower floors of the building in FIG. 1. [Diagram 3] FIG. 3 is a cross-sectional view of part II in FIG. 2. [Figure 4] FIG. 11 is a cross-sectional view of a building structure according to a modified embodiment of the present invention. [Diagram 5] FIG. 11 is a cross-sectional view of a building structure according to a modified embodiment of the present invention. [Figure 6] FIG. 13 is a diagram showing the results of a simulation of the behavior of a building during an earthquake. [Figure 7] FIG. 7 is a diagram showing the reduction rate of the maximum inter-story drift angle in the results shown in FIG. 6. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0010] The present invention is a building structure in which columns with sleeve walls are arranged facing each other on the inside of the column-beam frame of the lower floors, and the sleeve walls are connected vertically by damping devices. The columns with sleeve walls have a uniform cross section across multiple floors, without including the beams provided for each floor, and extend to the sleeve wall portions. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, an embodiment of a building structure according to the present invention will be described with reference to the accompanying drawings. A vertical cross-sectional view showing a building structure according to an embodiment of the present invention is shown in Fig. 1. Fig. 2 is an enlarged view showing a lower floor of the building in Fig. 1. Fig. 3 is a horizontal cross-sectional view of part II in Fig. 2. 1 and 2, a building 1 mainly comprises a foundation 2 constructed in the ground G, and a building main body 10 constructed on the foundation 2. Note that a part of the building main body 10 may comprise an underground portion formed in the ground G. The building body 10 includes a low-rise section 10L provided at the bottom of the building body 10, and a high-rise section 10H provided above the low-rise section 10L. Here, the number of floors of the low-rise section 10L and the high-rise section 10H is not limited in any way. The low-rise section 10L and the high-rise section 10H may have approximately the same number of floors, or the high-rise section 10H may have more floors than the low-rise section 10L. Also, the high-rise section 10H may have fewer floors than the low-rise section 10L. As shown in Figs. 2 and 3, the low-rise section 10L mainly comprises an external framework 20 and a core section 30. The external framework 20 constitutes the outer periphery of the building 1. The external framework 20 has external columns 21 and beams 22. Each external column 21 extends continuously in the vertical direction over the entire height of the low-rise section 10L. The beams 22 are installed between adjacent external columns 21 on each story of the external framework 20, or between the external columns 21 and columns 35 of the core section 30 described later.

[0011] The core section 30 is provided inside the external framework section 20. In this embodiment, the core section 30 has a rectangular shape in a plan view, and generally has a generally cylindrical shape that is continuous in the vertical direction. Inside the core section 30, for example, a tower parking lot, an elevator shaft, a staircase, etc. are provided. The core portion 30 includes a plurality of vibration-damping wall portions 31. In this embodiment, the plurality of vibration-damping wall portions 31 are provided along each side of the core portion 30 having a rectangular shape in plan view. In this embodiment, each vibration-damping wall portion 31 includes a first sleeve-wall-attached column 32A, a second sleeve-wall-attached column 32B, and a damping device 34. The first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B are each made of reinforced concrete. The first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B are each continuously disposed in the vertical direction across multiple floors. That is, in this embodiment, each of the first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B is realized as a multi-story sleeve-wall-attached column. The first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B each include a column 35 and a sleeve wall 36. The column 35 is disposed at a corner of the core portion 30 and extends in the vertical direction. The sleeve wall 36 is provided integrally with the column 35. The sleeve wall 36 of the first sleeve wall-attached column 32A extends from the column 35 of the first sleeve wall-attached column 32A toward the second sleeve wall-attached column 32B along the horizontal direction. The sleeve wall 36 of the second sleeve wall-attached column 32B extends from the column 35 of the second sleeve wall-attached column 32B toward the first sleeve wall-attached column 32A along the horizontal direction. The sleeve wall 36 of the first sleeve wall-attached column 32A and the sleeve wall 36 of the second sleeve wall-attached column 32B are provided to face each other with a certain gap S in the horizontal direction. The sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B each have a rectangular shape that is long in the vertical direction. In other words, the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B each have a horizontal extension dimension from the column 35 that is constant in the vertical direction. In this way, the first sleeve wall column 32A and the second sleeve wall column 32B each have a uniform cross section across multiple floors. The sleeve walls 36 of the first sleeve wall column 32A and the second sleeve wall column 32B each do not include beams at their upper ends, lower ends, and vertical intermediate portions, and each sleeve wall 36 is configured to form a single wall body. 3, in the core portion 30 having a rectangular shape in plan view, the vibration-damping wall portions 31X and 31Y extending in different directions perpendicular to each other share the respective columns 35 of the first sleeve-wall attached column 32A and the second sleeve-wall attached column 32B of the vibration-damping wall portion 31X and the respective columns 35 of the second sleeve-wall attached column 32B and the first sleeve-wall attached column 32A of the vibration-damping wall portion 31Y perpendicular to the vibration-damping wall portion 31X. Inside the core portion 30, for example, a tower parking lot, an elevator shaft, a staircase, etc. are provided.

[0012] As shown in FIG. 2, a low-rise column 24 that constitutes a part of the structure of the low-rise section 10L is provided below the core section 30. The low-rise column 24 is disposed vertically below the column 35 at the corner of the core section 30. The low-rise column 24 is made of reinforced concrete, like the column 35. The low-rise column 24 has a sufficient length to bend and deform when an earthquake occurs on one or more floors of the low-rise section 10L. At the lower end of the core section 30, the legs 35b of the columns 35 of the first sleeve wall column 32A and the second sleeve wall column 32B are rigidly connected to the low-rise column 24 and supported. The columns 35 of the first sleeve wall column 32A and the second sleeve wall column 32B are not pin-connected or semi-rigidly connected to the low-rise column 24. Further, each of the columns 35 of the first sleeve wall column 32A and the second sleeve wall column 32B is rigidly connected to each of the beams 22 of the external frame section 20 of the low rise section 10L. Each of the columns 35 of the first sleeve wall column 32A and the second sleeve wall column 32B is not pin-connected or semi-rigidly connected to each of the beams 22 of the external frame section 20 of the low rise section 10L.

[0013] A plurality of damping devices 34 are provided at intervals in the vertical direction between the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B. A lower connection bracket 37A connected to the lower end of the damping device 34 is provided on the sleeve wall 36 of the first sleeve wall column 32A, protruding horizontally toward the second sleeve wall column 32B side. An upper connection bracket 37B connected to the upper end of the damping device 34 is provided on the sleeve wall 36 of the second sleeve wall column 32B, protruding horizontally toward the first sleeve wall column 32A side. The tip of the lower connection bracket 37A and the tip of the upper connection bracket 37B are arranged at an interval in the vertical direction. Each damping device 34 extends in the vertical direction and is arranged between the tip of the lower connection bracket 37A and the tip of the upper connection bracket 37B. As a result, each damping device 34 vertically connects the sleeve wall 36 of the first sleeve wall-attached column 32A to the sleeve wall 36 of the second sleeve wall-attached column 32B. The damping device 34 absorbs the energy of the vertical relative displacement occurring between the lower connection bracket 37A of the first sleeve wall-attached column 32A and the upper connection bracket 37B of the second sleeve wall-attached column 32B. In this embodiment, for example, an oil damper is used as the damping device 34. Instead of an oil damper, for example, a viscoelastic damper, a viscous damper, an elastoplastic damper, a plastic damper, or the like may be used as the damping device 34. The lower connection bracket 37A and the upper connection bracket 37B may be formed integrally with the sleeve wall 36 by reinforced concrete construction, or may be formed by a steel frame or the like with a part of it buried in the sleeve wall 36.

[0014] As shown in FIG. 1, the high-rise section 10H includes high-rise columns 11 and high-rise beams 12. The high-rise columns 11 extend vertically across multiple floors of the high-rise section 10H. The high-rise beams 12 are installed between adjacent high-rise columns 11 on each floor of the high-rise section 10H. Inside the high-rise section 10H, the high-rise columns 11 are disposed on columns 35 arranged at the corners of the core section 30. Outside the high-rise section 10H, the high-rise columns 11 are disposed on external columns 21 of the external framework section 20. The horizontal rigidity of each floor constituting the low-rise section 10L including the core section 30 is set to be smaller than the horizontal rigidity of each floor constituting the high-rise section 10H. Specifically, the first sleeve wall attached column 32A and the second sleeve wall attached column 32B constituting the core section 30 have high rigidity. In contrast, in the low-rise section 10L, the horizontal rigidity of the external framework section 20 other than the core section 30 and the low-rise section columns 24 is reduced, so that the horizontal rigidity of each floor constituting the low-rise section 10L is made smaller than the horizontal rigidity of each floor constituting the high-rise section 10H.

[0015] In this type of building structure, the horizontal rigidity of each floor that makes up the low-rise section 10L is set to be less than the horizontal rigidity of each floor that makes up the high-rise section 10H, so when an external force acts during an earthquake, the low-rise section 10L tends to deform preferentially and in a concentrated manner relative to the high-rise section 10H. In the low-rise section 10L, the low-rise section columns 24 supporting the first sleeve-wall column 32A and the second sleeve-wall column 32B have a sufficient length to bend and deform when an earthquake occurs. Therefore, when the low-rise section columns 24 bend, the legs 35b of the first sleeve-wall column 32A and the second sleeve-wall column 32B joined to the low-rise section columns 24 are displaced in the left-right direction, and the first sleeve-wall column 32A and the second sleeve-wall column 32B are displaced so as to tilt. Due to the displacement of the first sleeve wall column 32A and the second sleeve wall column 32B, a relative displacement in the vertical direction occurs between the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B, which face each other. For example, in FIG. 2, consider a case in which the first sleeve wall column 32A and the second sleeve wall column 32B both rotate so as to tilt to the right due to the low-rise column 24 bending to the right. In such a case, the tip of the lower connection bracket 37A provided on the first sleeve wall column 32A located on the left side in FIG. 2, which protrudes toward the second sleeve wall column 32B, is displaced so as to move downward. On the other hand, the tip of the upper connection bracket 37B provided on the second sleeve wall column 32B located on the right side in FIG. 2, which protrudes toward the first sleeve wall column 32A, is displaced so as to move upward. As a result, the respective tips of the lower connection bracket 37A and the upper connection bracket 37B are displaced so as to move away from each other in the vertical direction. Conversely, when the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B both rotate so as to tilt to the left due to the low-rise column 24 bending to the left, the tips of the lower connecting bracket 37A and the upper connecting bracket 37B are displaced so as to approach each other in the vertical direction. In this way, the energy of the relative vertical displacement occurring between the sleeve wall 36 of the first sleeve wall-attached column 32A and the sleeve wall 36 of the second sleeve wall-attached column 32B facing each other is converted into expansion and contraction of the damping device 34 and is efficiently absorbed. In addition, by allowing the rotation of the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B, the damping force of the damping device 34 is effectively exerted.

[0016] According to the building structure as described above, the building structure has a low-rise section 10L and a high-rise section 10H, and the low-rise section 10L has a first sleeve wall-attached column 32A and a second sleeve wall-attached column 32B arranged across multiple floors, and a damping device 34, and the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B each have a column 35 and a sleeve wall 36 joined to the column 35, with the sleeve walls 36 facing each other, the damping device 34 connects the sleeve walls 36 vertically, and the legs 35b of the columns 35 of the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B are joined to and supported by the low-rise column 24 that forms the low-rise section 10L. According to this configuration, the building structure includes a first sleeve wall column 32A and a second sleeve wall column 32B that are arranged across multiple floors in the low-rise section 10L. The first sleeve wall column 32A and the second sleeve wall column 32B are arranged so that their sleeve walls 36 face each other, and are connected in the vertical direction by a damping device 34. When an external force acts during an earthquake, the first sleeve wall column 32A and the second sleeve wall column 32B are displaced so as to tilt in the same direction. As a result, a relative vertical displacement occurs between the sleeve walls 36 of the first sleeve wall column 32A and the sleeve walls 36 of the second sleeve wall column 32B that face each other. The damping device 34 vertically connects the sleeve wall 36 of the first sleeve wall-attached column 32A and the sleeve wall 36 of the second sleeve wall-attached column 32B, thereby damping the relative displacement between the sleeve wall 36 of the first sleeve wall-attached column 32A and the sleeve wall 36 of the second sleeve wall-attached column 32B. Here, the legs 35b of the columns 35 of the first sleeve wall column 32A and the second sleeve wall column 32B are joined to and supported by the low-rise column 24 forming the low-rise section 10L, so that in the event of an earthquake, the low-rise column 24 bends, and the first sleeve wall column 32A and the second sleeve wall column 32B are likely to tilt and displace. This increases the relative displacement between the first sleeve wall column 32A and the second sleeve wall column 32B. Therefore, the damping device 34 can effectively damp the relative displacement between the first sleeve wall column 32A and the second sleeve wall column 32B. In other words, the sleeve wall columns 32A, 32B have greater rigidity than columns alone, and in the event of an earthquake or strong wind, the multi-story sleeve wall columns 32A, 32B spanning multiple floors will tilt as a unit, so the vertical relative displacement between the multi-story sleeve wall columns 32A, 32B will be greater than when sleeve wall columns are provided within the column-beam structure of each floor. Therefore, the relative displacement can be efficiently attenuated with a small number of damping devices 34, and the seismic safety performance of the building can be improved. As described above, the vibration energy caused by an earthquake can be efficiently absorbed in the lower part 10L of the building, which makes it possible to provide a building structure capable of efficiently absorbing vibration energy.

[0017] In addition, the horizontal rigidity of each floor constituting the low-rise section 10L is smaller than the horizontal rigidity of each floor constituting the high-rise section 10H, and the first sleeve wall column 32A and the second sleeve wall column 32B are rigidly connected to the low-rise section column 24. With this configuration, the horizontal stiffness of each floor of the low-rise section 10L is smaller than the horizontal stiffness of each floor of the high-rise section 10H, so that in the event of an earthquake, the deformation of the building is concentrated in the low-rise section 10L. As a result, the first sleeve-wall column 32A and the second sleeve-wall column 32B are each largely displaced, and the relative displacement between them is large. Therefore, the vibration energy can be efficiently absorbed by the damping device 34. In addition, when an earthquake occurs and sleeve wall columns (multi-story sleeve wall columns) 32A, 32B spanning multiple floors tilt, the vertical displacement occurring between the sleeve wall columns 32A, 32B can be damped by the damping device 34, thereby ensuring high earthquake resistance safety performance.

[0018] Generally, for example, in the case of reinforced concrete construction, it is difficult to pin-joint or semi-rigidly join columns, beams, etc., but in the configuration of this embodiment in particular, the first sleeve wall column 32A and the second sleeve wall column 32B are rigidly joined to the low-rise section column 24 and the beam 22 forming the low-rise section 10L, respectively, so that the building structure can be easily realized. Even when the first sleeve wall column 32A and the second sleeve wall column 32B are rigidly joined in this way, the horizontal rigidity of each floor constituting the low-rise section 10L is smaller than the horizontal rigidity of each floor constituting the high-rise section, so that the deformation performance of the first sleeve wall column 32A and the second sleeve wall column 32B is not significantly impaired. In this way, a building structure capable of efficiently absorbing vibration energy can be easily realized.

[0019] In addition, the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B have a uniform cross section across multiple floors. According to this configuration, the first sleeve wall column 32A and the second sleeve wall column 32B have a uniform cross section across multiple floors. In other words, the first sleeve wall column 32A and the second sleeve wall column 32B arranged across multiple floors do not include beams at intermediate height positions. As a result, when an earthquake occurs, the first sleeve wall column 32A and the second sleeve wall column 32B arranged across multiple floors are deformed as a unit, and a larger vertical relative displacement occurs between the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B facing each other. Therefore, the relative displacement between the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B can be efficiently damped by the damping device 34, and the vibration energy caused by the earthquake is efficiently absorbed. In addition, the rigidity of the sleeve wall columns 32A, 32B is greater than that of a single column, and they do not generally deform except by rotating the columns, so it is possible to prevent deformation from concentrating on a specific floor in the low-rise section 10L. Therefore, the sleeve wall columns 32A, 32B arranged in the low-rise section 10L act as cores, ensuring high deformation performance.

[0020] Furthermore, the sleeve walls 36 of the first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B do not include beam materials at their upper and lower ends. If the upper and lower ends of the sleeve walls 36 of the first sleeve wall column 32A and the second sleeve wall column 32B are provided with beams rigidly joined to the column 35, the first sleeve wall column 32A and the second sleeve wall column 32B will be less likely to be displaced in the event of an earthquake. This reduces the relative displacement of the first sleeve wall column 32A and the second sleeve wall column 32B, and reduces the efficiency of absorbing vibration energy. In contrast, in the above-mentioned configuration, the sleeve walls 36 of the first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B do not include beams at their upper and lower ends, respectively. This prevents a decrease in the relative displacement of the first sleeve-wall-attached column 32A and the second sleeve-wall-attached column 32B, and prevents a decrease in the vibration energy absorption efficiency.

[0021] (Modification of the embodiment) The building structure of the present invention is not limited to the above-described embodiment explained with reference to the drawings, and various modifications are possible within the technical scope of the invention. For example, in the above embodiment, the first sleeve wall-attached column 32A, the second sleeve wall-attached column 32B, and the damping device 34 are provided in the core portion 30 provided in the center of the low-rise portion 10L, but this is not limited to the above. For example, as shown in FIG. 4, the first sleeve wall-attached column 32A, the second sleeve wall-attached column 32B, and the damping device 34 may be disposed in a recess K formed in the low-rise portion 10L such that the side surface 10s is recessed inward when viewed from above. The recess K is formed continuously in the vertical direction across multiple floors. The vibration-damping wall portion 31 including the first sleeve wall-attached column 32A, the second sleeve wall-attached column 32B, and the damping device 34 is arranged in a U-shape in plan view so as to surround three sides of the recess K. The first sleeve wall-attached column 32A and the second sleeve wall-attached column 32 each include a column 35 and a sleeve wall 36 joined to the column 35. Each column 35 of the first sleeve wall column 32A and the second sleeve wall column 32B is rigidly connected to each beam 22 of the low rise section 10L. The damping device 34 vertically connects the sleeve wall 36 of the first sleeve wall column 32A and the sleeve wall 36 of the second sleeve wall column 32B. In this modification, the horizontal rigidity of each floor constituting the low rise section 10L is smaller than the horizontal rigidity of each floor constituting the high rise section 10H.

[0022] In the above embodiment, the core portion 30 is rigidly joined to the beams 22 of the external frame portion 20, but this is not limited thereto. For example, as shown in Fig. 5, the core portion 30 and the external frame portion 20 may be provided separately and not joined to each other. More specifically, in the low-rise section 10L, the external frame section 20 has internal columns 23 inside the outer perimeter columns 21. The beams 22 of the external frame section 20 are installed between adjacent external columns 21, between adjacent internal columns 23, and between the external columns 21 and the internal columns 23 in each story of the external frame section 20. The internal columns 23 are provided outside the core portion 30 and spaced apart from the core portion 30. This provides a gap S1 between the core portion 30 and the external frame portion 20. The external frame portion 20 and the core portion 30 are connected, for example, in the high-rise portion 10H. In this modification, vibration-damping wall portions 31Y are provided on two beam-column structure surfaces of the core portion 30 that are located on opposite sides in the up-down direction of the paper surface of FIG. In this modified example, as in the above embodiment, the low-rise section 10L comprises a first sleeve wall-attached column 32A and a second sleeve wall-attached column 32B arranged across multiple floors, and a damping device 34, and the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B each comprise a column 35 and a sleeve wall 36 joined to the column 35, with the sleeve walls 36 facing each other, the damping device 34 connects the sleeve walls 36 vertically, and the legs of the columns 35 of the first sleeve wall-attached column 32A and the second sleeve wall-attached column 32B are joined to and supported by the low-rise columns that form the low-rise section 10L. This allows the vibration energy caused by an earthquake to be efficiently absorbed in the lower part 10L of the building, making it possible to provide a building structure capable of efficiently absorbing vibration energy.

[0023] The behavior of the building structure described above during an earthquake was simulated. As an example, a three-dimensional analysis model with the configuration described above with reference to FIG. 5 was prepared. The building was 23 stories tall, with the first floor having a height of 5500 mm, the second floor having a height of 5000 mm, and each floor from the third floor onwards having a height of 3350 mm. Each floor had an area of ​​3340 mm x 3080 mm, and the span between columns had the dimensions shown in FIG. 5. The weight of each floor was set to approximately 1400 t. The first sleeve wall column 32A and the second sleeve wall column 32B were provided so as to be continuous sleeve wall columns extending up to the 11th floor. The first sleeve wall column 32A and the second sleeve wall column 32B had a wall thickness of 600 mm. An oil damper with a maximum damping force of 150 t was used as the damping device 34. Six oil dampers were provided in each of the two vibration control wall sections 31Y, for a total of 12 oil dampers. The rigidity of the low-rise section 10L was set to be 75 to 90% of that of a general building. In contrast, as a comparative example, a model was prepared of a building similar to that of the working example, but with brace materials installed on each floor within the column-beam framework of each floor. Assuming a massive earthquake, the design long-period earthquake motion ("OS2 of basic impingement wave") specified by the Ministry of Land, Infrastructure, Transport and Tourism was input to each model of the above-mentioned Example and Comparative Example. Figure 6 shows the results of simulating the behavior of a building during an earthquake. Also, Figure 7 shows the reduction rate of the maximum inter-story drift angle in the results shown in Figure 6. As shown in Figure 6, the Example shown as line L1 had a smaller maximum inter-story drift angle at each floor than the Comparative Example shown as line L2. Also, as shown in Figure 7, the Example showed a maximum reduction rate of 25% compared to the Comparative Example.

[0024] (Other variations) Furthermore, in the above embodiment and its modified examples, a building structure has been described, but the configuration of the building 1 is merely an example, and the number of floors, plan layout, etc. may be changed as appropriate. In addition, the configurations described in the above embodiments can be selected or changed as appropriate without departing from the spirit of the present invention. [Explanation of symbols]

[0025] 10H High-rise section 32B 2nd armrest wall pillar 10L Lower section 34 Damping device 22 beams 35 columns 24 Lower column 35b Leg 32A 1st wing wall pillar 36 Wing wall

Claims

1. A building structure with a low-rise section and a high-rise section, The low-rise section includes a first sleeve wall-attached column and a second sleeve wall-attached column arranged across a plurality of floors, and a damping device; The first sleeve wall column and the second sleeve wall column each include a column and a sleeve wall joined to the column, the horizontal extension dimension from the column being constant in the up-down direction, and are provided on the second floor or higher above ground so that the sleeve walls face each other, and the damping device connects the sleeve walls to each other in the vertical direction, The base of each of the first sleeve wall column and the second sleeve wall column is joined to and supported by a low-rise column that forms the low-rise section. A building structure characterized by:

2. The horizontal stiffness of each floor constituting the low-rise portion is smaller than the horizontal stiffness of each floor constituting the high-rise portion, The first sleeve wall column and the second sleeve wall column are rigidly connected to the low-rise column.

2. The building structure of claim 1.

3. The building structure according to claim 1 or 2, characterized in that the first sleeve wall column and the second sleeve wall column have a uniform cross section across multiple floors.

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