Building

Abstract

To provide a building that can reduce earthquake motion acting in multiple directions.SOLUTION: A building 10 is constructed of a column-beam structure. On a vertical structural plane (structural plane H1) along an X direction, a velocity-dependent damper (damper 20) and a displacement-dependent damper (damper 30) are alternately arranged in the X direction, and on a vertical structural plane (structural plane H2) along a Y direction intersecting the X direction, a velocity-dependent damper and a displacement-dependent damper are alternately arranged in the Y direction, and the velocity-dependent damper and the displacement-dependent damper are alternately arranged on upper and lower floors.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to buildings. [Background technology]

[0002] The following Patent Document 1 describes a vibration-damping frame structure in which braces having a hysteretic damping effect and braces having a viscous damping effect are arranged within a unit structural plane. [Prior art documents] [Patent documents]

[0003] [Patent Document 1] JP 2001-173265 A Summary of the Invention [Problem to be solved by the invention]

[0004] According to the technology of the above-mentioned Patent Document 1, it is possible to achieve a damping effect against both vibrations with large amplitudes and vibrations with small amplitudes and high displacement speeds. However, the above-mentioned Patent Document 1 does not describe the planar arrangement of the braces. For this reason, it is difficult to reduce earthquake motions acting in multiple directions.

[0005] In consideration of the above, an object of the present invention is to provide a building that can reduce earthquake motion acting in multiple directions. [Means for solving the problem]

[0006] The building of claim 1 is a building constructed with a column-beam structure, in which velocity-dependent dampers and displacement-dependent dampers are arranged alternately in a first vertical plane along a first direction, the velocity-dependent dampers and displacement-dependent dampers are arranged alternately in a second vertical plane along a second direction intersecting the first direction, and the velocity-dependent dampers and displacement-dependent dampers are arranged alternately on upper and lower floors.

[0007] In the building of claim 1, velocity-dependent dampers and displacement-dependent dampers are arranged alternately in the first direction and the second direction.

[0008] While velocity-dependent dampers are effective when the amount of displacement is small and the displacement speed is high, displacement-dependent dampers are effective when the amount of displacement is large and the displacement speed is low. In other words, because the timing at which the velocity-dependent dampers and displacement-dependent dampers take effect is offset, the axial force simultaneously input to the columns and beams from the two types of dampers is small. This suppresses the bending deformation of the building in both the first and second directions. In this way, this building is able to reduce earthquake motion acting in multiple directions.

[0009] In addition, in this building, velocity-dependent dampers and displacement-dependent dampers are arranged alternately in the vertical direction. Therefore, when any of the dampers are activated, the vertical distance between the points where axial force is input to the columns is doubled. This suppresses the bending deformation of the building. In this way, the bending deformation of the building is suppressed, allowing the velocity-dependent dampers and displacement-dependent dampers, which are more likely to be effective in shear deformation, to function efficiently.

[0010] A building according to claim 2 is the building according to claim 1, wherein the velocity-dependent dampers and the displacement-dependent dampers are arranged on each floor in point symmetry with respect to a reference point at the center of the core.

[0011] In the building of claim 2, the velocity-dependent dampers and the displacement-dependent dampers are arranged point-symmetrically with respect to the reference point on each floor. As a result, when the rigidity of the slab is taken into consideration (in other words, when the deformation of the slab is taken into consideration), eccentricity occurs on each floor. Therefore, when the building sways in one direction, the frame not only displaces in the direction of the shaking, but also displaces in a direction intersecting the direction of the shaking due to the torsional deformation occurring in the slab.

[0012] In contrast, in this building, velocity-dependent dampers and displacement-dependent dampers are arranged in the first and second directions, respectively, so that dampers along one direction can be made to act against shaking in the other direction.

[0013] The building of claim 3 is the building of claim 1 or 2, in which the velocity-dependent damper and the displacement-dependent damper are respectively arranged on two adjacent structural planes in one of the first direction and the second direction.

[0014] In the building of claim 3, a velocity-dependent damper and a displacement-dependent damper are disposed on two adjacent structural faces in one of the first direction and the second direction. Also, the velocity-dependent dampers and the displacement-dependent dampers are disposed alternately on upper and lower floors.

[0015] That is, the velocity-dependent dampers and the displacement-dependent dampers are arranged in a staggered pattern on two adjacent structural surfaces.

[0016] As a result, compared to a configuration in which displacement-dependent dampers are arranged vertically in succession and velocity-dependent dampers are arranged vertically in succession, the number of dampers is the same, but the displacement-dependent dampers are arranged across two spans, widening the stance and suppressing bending deformation of the building. This allows the velocity-dependent dampers and displacement-dependent dampers to function efficiently.

[0017] The building of claim 4 is the building described in claim 3, in which the velocity-dependent damper and the displacement-dependent damper are arranged in two structural planes spaced apart from each other in the other of the first direction and the second direction, and earthquake-resistant elements are arranged in each structural plane between the structural plane in which the velocity-dependent damper is arranged and the structural plane in which the displacement-dependent damper is arranged.

[0018] In the building described in claim 4, earthquake-resistant elements are arranged on each structural surface between the structural surface on which the velocity-dependent dampers are arranged and the structural surface on which the displacement-dependent dampers are arranged. Therefore, the rigidity between the structural surface on which the velocity-dependent dampers are arranged and the structural surface on which the displacement-dependent dampers are arranged is high and deformation is difficult. Therefore, bending deformation of the building is suppressed. This allows the velocity-dependent dampers and the displacement-dependent dampers to operate efficiently. Effect of the Invention

[0019] According to the present invention, earthquake motion acting in multiple directions can be reduced. [Brief description of the drawings]

[0020] [Figure 1] FIG. 1A is a plan view of a building according to an embodiment of the present invention, and FIG. 1B is a plan view of a floor adjacent to (A) in the vertical direction. [Diagram 2] FIG. 2 is a view taken along line 2-2 in FIG. [Diagram 3] FIG. 3 is a view taken along line 3-3 in FIG. [Figure 4] FIG. 1A is a conceptual diagram showing deformation of a building according to a comparative example, and FIG. 1B is a conceptual diagram showing deformation of a building according to an embodiment of the present invention. [Diagram 5] FIG. 1A is a conceptual diagram showing deformation of a building according to a comparative example, and FIG. 1B is a conceptual diagram showing deformation of a building according to an embodiment of the present invention. [Figure 6] FIG. 11 is a plan view showing a modified example of a building according to an embodiment of the present invention. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0021] Hereinafter, a building according to an embodiment of the present invention will be described with reference to the drawings. Components indicated by the same reference numerals in each drawing are the same components. However, unless otherwise specified in the specification, each component is not limited to one, and may be present in multiple numbers.

[0022] In addition, explanations of configurations and symbols that are duplicated in each drawing may be omitted. Note that the present disclosure is not limited to the following embodiments, and may be implemented by making appropriate modifications, such as omitting configurations, replacing them with different configurations, or combining one embodiment and various modified examples, within the scope of the purpose of the present disclosure.

[0023] In each drawing, the directions indicated by the arrows X and Y are directions along a horizontal plane and are perpendicular to each other. The direction indicated by the arrow Z is a direction along the vertical direction (up and down direction). The directions indicated by the arrows X, Y, and Z in each drawing are assumed to be mutually consistent.

[0024] <Building> 1(A) and (B) are schematic plan views of a building 10 according to an embodiment of the present invention. The floor shown in Fig. 1(A) and the floor shown in Fig. 1(B) are adjacent floors in the vertical direction in the upper part of the building.

[0025] The building 10 is a structure constructed with a column-beam frame, with the columns 12 located on the periphery and in the center. The building 10 is a center-core type building, with the center being a core 10A that is more rigid than the other parts. Note that the columns 12 may be located in places other than the periphery and center of the building 10.

[0026] The core 10A is provided with dampers 20 and 30. The damper 20 is a velocity-dependent damper, and is formed, for example, by an oil damper. The damper 30 is a displacement-dependent damper, and is formed, for example, by a steel damper.

[0027] As shown in Fig. 2, the dampers 20 and 30 are V-shaped dampers that are installed across the structural plane H from the joint between the column 12 and the beam 14 to the center of the beam 14. Note that the beam 14 that runs along the Y direction is omitted in Fig. 2.

[0028] As shown in Fig. 1(A) and Fig. 2, dampers 20 and 30 are alternately arranged along the X direction on the vertical structural planes along the X direction in the core 10A. Specifically, the dampers 20 and 30 are respectively arranged on two structural planes (structural planes H1) that are spaced apart from each other in the X direction. Note that "alternately" refers to a state in which the dampers 20 or the dampers 30 are not arranged adjacent to each other. A column-beam structure is formed between the structural planes H1 on which the dampers 20 and 30 are arranged.

[0029] Similarly, as shown in Fig. 1(A) and Fig. 3, the dampers 20 and 30 are alternately arranged along the Y direction on the vertical structural faces of the core 10A along the Y direction. In this Y direction, the dampers 20 and 30 are respectively arranged on two structural faces (structural faces H2) adjacent to each other. Note that in Fig. 3, the illustration of the beams 14 along the X direction is omitted.

[0030] As shown in FIG. 1(A), the structural surface H2 on which the damper 20 or 30 is arranged in the Y direction and the structural surface H1 on which the damper 20 or 30 is arranged in the X direction are adjacent to each other.

[0031] That is, a structural face H1 is formed on the X-direction side of a common column 12, and a structural face H2 is formed on the Y-direction side. In adjacent structural faces H1 and H2, a damper 20 is arranged on one, and a damper 30 is arranged on the other. As a result, in the core 10A, the structural faces H1 and H2 on which the damper 20 or 30 is arranged are arranged in a U-shape.

[0032] Moreover, the dampers 20 and 30 are each arranged point-symmetrically with respect to a reference point O at the center of the core. In other words, the same type of dampers are arranged on structural planes that are equidistant from and in opposite directions to the reference point O. In this embodiment, the position of the reference point O is the center of the building 10, but this position may be determined arbitrarily.

[0033] As shown in Figures 1(A) and 1(B), where a damper 20 is disposed on one floor, a damper 30 is disposed on the other floor. As a result, the dampers 20 and 30 are disposed alternately on the upper and lower floors, as shown in Figures 2 and 3.

[0034] Both dampers 20 and 30 are disposed in the upper floors of the building 10, and the dampers 20 and 30 are disposed alternately on the upper and lower floors. On the other hand, as shown in Figs. 2 and 3, only the damper 20 is disposed in the lower floors of the building 10. The damper 20 has a lower rigidity than the damper 30. For this reason, the building 10 is a soft first-story building in which the lower floors have a lower rigidity than the upper floors. However, the embodiment of the present invention is not limited to this, and the lower floors may also be configured to have both dampers 20 and 30 disposed therein, similar to the upper floors.

[0035] <Action and Effects> In the building 10 according to the embodiment of the present invention, the dampers 20 which are velocity-dependent dampers and the dampers 30 which are displacement-dependent dampers are arranged alternately in both the X and Y directions.

[0036] The velocity-dependent damper is effective when the displacement is small and the displacement speed is large, while the displacement-dependent damper is effective when the displacement is large and the displacement speed is small. In other words, the timing at which dampers 20 and 30 take effect is shifted, so that the axial force simultaneously input to column 12 from the two types of dampers is small. This suppresses bending deformation of the building in both the X and Y directions. In this way, building 10 can reduce earthquake motion acting in multiple directions.

[0037] The axial force input to the column 12 from the damper 30 is a compressive force that the column 12 on the damper 30 side receiving the tensile force receives as a reaction force from the damper 30 when the building 10 undergoes shear deformation. This compressive force causes the column 12 to contract. The axial force is a tensile force that the column 12 on the damper 30 side receiving the compressive force receives as a reaction force from the damper 30 when the building 10 undergoes shear deformation. This tensile force causes the column 12 to extend.

[0038] In addition, in this building, the dampers 20, which are velocity-dependent dampers, and the dampers 30, which are displacement-dependent dampers, are arranged alternately in the vertical direction. Therefore, compared to a case in which they are not arranged alternately, the vertical distance between the points where axial force is input to the column 12 at the timing when any of the dampers is effective is doubled. This suppresses bending deformation of the building.

[0039] For example, FIG. 4(A) shows a building 100 according to a comparative example in which the dampers 20 and 30 are arranged successively in the vertical direction.

[0040] In this building 100, when the dampers 30 take effect (when the displacement of the building 100 is at a maximum), the vertical distance between the points where the axial force is input to the columns 12 is approximately equal to the height of one floor of the building 100, which is the distance between the vertically adjacent dampers 30. Therefore, an axial force is input to the columns 12 for each floor of the building 100.

[0041] In contrast, in the building 10, when the dampers 30 come into effect (when the displacement of the building 10 is at its maximum), the vertical distance between the points where the axial force is input to the columns 12 is approximately equal to the height of two stories of the building 10, which is the distance between the vertically adjacent dampers 30. Therefore, an axial force is input to the columns 12 for every two stories of the building 10.

[0042] As a result, as shown diagrammatically by the dashed line, the bending deformation E2 of the structural face H1 continuing in the vertical direction in the building 10 is smaller than the bending deformation E1 of the structural face H1 in the building 100. Therefore, the bending deformation of the building 10 is also smaller than the bending deformation of the building 100. In this way, according to the present invention, the bending deformation of the building 10 is suppressed, so that the dampers 20 and 30, which are likely to be effective in shear deformation, can operate efficiently.

[0043] In addition, in the building 10 according to the embodiment of the present invention, as shown in Fig. 1, the dampers 20 and 30 are arranged on each floor in point symmetry with respect to the reference point O. As a result, eccentricity occurs on each floor when the rigidity of the slab is taken into consideration (in other words, when the deformation of the slab is taken into consideration). Therefore, when the building 10 shakes in one direction, the frame is displaced in the direction of the shaking, and also displaced in a direction intersecting the direction of the shaking due to torsional deformation occurring in the slab.

[0044] In contrast, in this building 10, dampers 20 and 30 are arranged in the X and Y directions, respectively. Therefore, the dampers 20 and 30 along one direction can act against shaking in the other direction.

[0045] In the building 10 according to the embodiment of the present invention, the dampers 20 and 30 are disposed on two adjacent structural faces in the Y direction, as shown in Fig. 3. The dampers 20 and 30 are disposed alternately on the upper and lower floors.

[0046] That is, the dampers 20 and 30 are arranged in a staggered manner on two adjacent structural surfaces, thereby allowing the velocity-dependent damper and the displacement-dependent damper to function efficiently.

[0047] For example, FIG. 5(A) shows a building 120 according to a comparative example in which dampers 20 are arranged vertically in succession and dampers 30 are also arranged vertically in succession.

[0048] In this building, when the damper 30 takes effect (when the displacement of the building 120 is at its maximum), the columns 12 to which the axial force is input from the damper 30 are the columns 12 on both sides of one structural face. Therefore, the bending deformation of the building 10 caused by the damper 30 is concentrated within the width of one structural face.

[0049] In contrast, in the building 10, the quantity of the dampers 20 and 30 is equal to that of the building 120, but the stance of the dampers 20 and 30 is wider. In other words, when the dampers 30 come into effect (when the displacement of the building 10 is at its maximum), the columns 12 to which the axial force is input from the dampers 30 are the columns 12 on both sides and in the center of the two structural faces. Therefore, the bending deformation of the building 10 caused by the dampers 30 is distributed across the width of the two structural faces.

[0050] As a result, as shown diagrammatically by the dashed line, in the building 10, the bending deformation E4 of the structural face H2 continuing in the vertical direction is smaller than the bending deformation E3 of the structural face H2 in the building 120. Therefore, the bending deformation of the building 10 is also smaller than the bending deformation of the building 120. In this way, according to the present invention, the bending deformation of the building 10 is suppressed, so that the dampers 20 and 30, which are likely to be effective in shear deformation, can operate efficiently.

[0051] <Other embodiments> In the above embodiment, a column-beam structure is formed between the structural planes H1 in which the dampers 20 and 30 are arranged in the X direction. A seismic element may be arranged on each structural plane HA, which is formed by this column-beam structure and is indicated by a dashed line in FIG.

[0052] The earthquake-resistant elements may be formed by earthquake-resistant walls or earthquake-resistant braces, or may be formed by increasing the cross-sectional areas of the columns 12 and the beams 14. The earthquake-resistant elements may be any elements that integrally increase the rigidity of the structural members sandwiched between the structural members H1.

[0053] By arranging such earthquake-resistant elements, the rigidity between the structural plane H1 on which the damper 20 is arranged and the structural plane H1 on which the damper 30 is arranged becomes higher than when no earthquake-resistant elements are arranged, and these structural planes H1 are less likely to deform. This suppresses bending deformation of the building 10. This allows the dampers 20 and 30 to function efficiently.

[0054] In the above embodiment, the dampers 20 and 30 are respectively arranged on two structural faces (structural face H1) spaced apart from each other in the X direction, but the embodiment of the present invention is not limited to this. For example, as in a building 40 shown in Fig. 6, the dampers 20 and 30 may be arranged alternately on three or more structural faces spaced apart from each other.

[0055] Even when the dampers 20 and 30 are arranged in this manner, the dampers 20 and 30 can function efficiently because the dampers are arranged alternately in the X direction, the Y direction, and the up-down direction.

[0056] Also, as shown in this figure, the building of the present invention does not have to be a center-core type building, and may be a building in which multiple cores 10A are formed. When multiple cores 10A are arranged, the building of the present invention may be, for example, a double-ended core type building. Even when a single core 10A is arranged, its arrangement is not limited to the center of the building 10. For example, the building of the present invention may be a offset core type building.

[0057] In addition, in the present invention, the structural plane H1 on which the dampers 20 and 30 are arranged is spaced apart in the X direction, and the structural plane H2 on which the dampers 20 and 30 are arranged is adjacent to each other in the Y direction, but the embodiment of the present invention is not limited to this.

[0058] For example, the structural surface H1 on which the dampers 20 and 30 are arranged may be disposed apart from each other in both the X direction and the Y direction. Similarly, the structural surface H2 on which the dampers 20 and 30 are arranged may be disposed adjacent to each other in both the X direction and the Y direction. In this way, the present invention can be embodied in various ways. [Explanation of symbols]

[0059] 10. Building 10A Core 20 Damper (velocity dependent damper) 30 Damper (Displacement Dependent Damper) 40 Building H1 Plane (First vertical plane) H2 Plane (Second vertical plane) O reference point

Claims

1. A building constructed with a column-beam structure, A velocity-dependent damper and a displacement-dependent damper are alternately arranged in a first vertical plane along a first direction, The velocity-dependent dampers and the displacement-dependent dampers are alternately arranged in a second vertical plane along a second direction intersecting with the first direction, and, The velocity-dependent dampers and the displacement-dependent dampers are alternately arranged on upper and lower floors. building.

2. The velocity-dependent dampers and the displacement-dependent dampers are arranged point-symmetrically with respect to a reference point at the center of the core on each floor, The building according to claim 1.

3. In one of the first direction and the second direction, the velocity-dependent damper and the displacement-dependent damper are respectively arranged on two adjacent structural surfaces.

3. A building according to claim 1 or 2.

4. In the other direction of the first direction and the second direction, the velocity-dependent damper and the displacement-dependent damper are arranged on two structural faces spaced apart from each other, A seismic element is arranged on each structural surface between the structural surface on which the velocity-dependent damper is arranged and the structural surface on which the displacement-dependent damper is arranged. The building according to claim 3.

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