JP6809955B2 - Seismic control structure - Google Patents

Description

The present invention relates to a vibration control structure.

Conventionally, seismic control elements extending intersecting each of the strut members and beam members as shown in Patent Document 1 below are arranged on the strut members and beam members forming a framework structure supported by the foundation structure, such as an earthquake. A vibration control structure that attenuates and absorbs vibration energy input from the outside is known.

JP-A-2007-132524

However, in the conventional seismic control structure, when vibration energy from an oblique direction is input to the skeleton structure in a top view, the seismic control element of the input vibration energy exerts a seismic control effect. The damping element operates only for the vibration energy of the component. That is, there is a problem that the vibration damping element cannot exert the desired vibration damping effect depending on the direction in which the vibration energy is input.

The present invention has been made to solve the above problems, and to provide a seismic control structure capable of exerting a desired seismic control effect against vibration energy from various directions. The purpose.

In order to solve the above problems, the present invention employs the following means.
That is, the seismic control structure according to one aspect of the present invention includes a frame structure supported by the foundation structure and a column damper arranged at the lower end of the frame structure, and the column damper is the frame. The column damper is attached to the column member forming the skeleton structure by attenuating and absorbing the vibration energy of the vibration mode in which the entire structure falls .
Further, the seismic structure includes a frame structure supported by the foundation structure and a column damper arranged at the lower end of the frame structure, and the column damper is in a vibration mode in which the entire frame structure falls. Even if the column damper is a shaft yield damper that is connected to the skeleton structure and the foundation structure via a pin and can rotate around an axis extending in the lateral direction by attenuating and absorbing vibration energy. Good.

According to this configuration, since the column damper is arranged at the lower end of the frame structure in the vibration control structure, the column damper attenuates and absorbs the vibration energy when the vibration energy is input from the outside. Can be done. At this time, the column damper can attenuate and absorb the vibration energy of the vibration mode in which the entire frame structure falls, so that the desired vibration control effect can be exerted against the vibration energy from various directions. it can.
Further, when the column damper does not support the static load of the skeleton structure, it is not necessary to separately support the skeleton structure when replacing the column damper, and the handleability of the column damper can be improved.
Further, according to this configuration, the static load of the skeleton structure can be supported by the strut member.
Further, according to this configuration, it is possible to suppress the generation of bending stress in the column damper, and by ensuring the durability of the column damper, the column damper can sufficiently exert the damping effect.

Further, in the vibration control structure, the pillar dampers may be arranged in pairs at positions sandwiching the rotation center of the fall mode in the top view of the vibration control structure. Here, the rotation center of the fall mode refers to the intersection of the rotation axes (neutral axes) with respect to an arbitrary fall direction.

According to this configuration, the vibration energy can be effectively damped and absorbed by the column dampers arranged in pairs.

Further, the seismic control structure has a rectangular shape in the top view of the seismic control structure, and the pillar dampers are arranged at the corners of the seismic control structure in the top view of the seismic control structure. May be good.

According to this configuration, if the rotation center of the fall mode is located at the center of the seismic control structure, the position where the column damper is arranged is the most from the rotation center of the fall mode of the seismic control structure. It will be in a distant position. In this case, since the number of column dampers is small, the shared load per column is inevitably large, and the amount of deformation of the column dampers in the axial direction is large, so that the vibration energy is attenuated and absorbed more effectively. Can be done.

Further, in the above-mentioned vibration control structure, the pillar damper may be an elasto-plastic damper.

According to this configuration, the column damper can have a simple configuration as compared with the case where the column damper has another configuration such as a viscous damper.

Further, the vibration control structure may have a brace damper in which the skeleton structure attenuates and absorbs vibration energy that shears and deforms the entire skeleton structure.

According to this configuration, the brace damper can effectively dampen and absorb the vibration energy in which the entire skeleton structure is sheared and deformed in a top view. On the other hand, since the brace damper exerts the damping effect only against the load in the installation direction, the damping effect becomes small with respect to the horizontal force input in the diagonal direction. Therefore, by combining the column damper and the brace damper, the column damper compensates for the seismic control effect against the horizontal force input in the diagonal direction, so that a more efficient seismic control effect is exhibited against the horizontal seismic motion in all directions. can do.

Further, in the vibration control structure, a plurality of shaft yield dampers may be arranged in parallel with each other.

According to this configuration, while bearing the bending load in parallel, bending does not act on the damper alone, so that the durability of the column damper can be secured more effectively.

According to the vibration control structure of the present invention, it is possible to exert a desired vibration control effect against vibration energy from various directions.

It is (a) perspective schematic diagram, (b) plan schematic diagram, (c) front schematic diagram in the vibration control structure which concerns on 1st Embodiment of this invention. In the seismic control structure of the comparative example in which the column damper supports the static load of the frame structure, (a) a schematic perspective view, (b) a diagram showing the amount of deformation of the column damper on one side, and (c) the other side. It is a figure which shows the deformation amount of a pillar damper. In the seismic control structure shown in FIG. 1 in which the column damper does not support the static load of the frame structure, (a) a schematic perspective view, (b) a diagram showing the amount of deformation of the column damper on one side, and (c) the other side. It is a figure which shows the deformation amount of the pillar damper of. In the vibration control structure shown in FIG. 1, in the analysis of the change of the axial force due to the difference in the input direction of the overturning moment, (a) a diagram showing analysis conditions and (b) a diagram showing analysis results. It is a front schematic diagram which shows the 1st modification of the vibration control structure shown in FIG. It is a front schematic diagram which shows the 2nd deformation example of the vibration control structure shown in FIG. It is (a) perspective schematic diagram and (b) partial front schematic diagram when vibration energy from the outside is input in the vibration control structure which concerns on 2nd Embodiment of this invention. It is a schematic diagram of (a) a column damper and (b) a modified example of a column damper in the vibration control structure which concerns on 3rd Embodiment of this invention.

Hereinafter, embodiments of the present invention will be described with reference to FIGS. 1 to 8.
(First Embodiment)
As shown in FIG. 1, the seismic control structure 10 according to the first embodiment of the present invention includes a frame structure 12 supported by a foundation structure, a column damper 11 arranged at the lower end of the frame structure 12, and a column damper 11. It has.
The skeleton structure 12 includes a plurality of column members 21 extending in the vertical direction, and a beam member 22 extending in the lateral direction and connecting adjacent column members 21 in the lateral direction. The vibration control structure 10 has a rectangular shape when viewed from above. Here, the horizontal direction refers to one of the two horizontal directions orthogonal to each other.

The column damper 11 attenuates and absorbs the vibration energy of the vibration mode in which the entire frame structure 12 falls. On the other hand, the column damper 11 does not support the static load of the frame structure 12.
The pillar dampers 11 are arranged in pairs at positions sandwiching the rotation center G in the fall mode in the top view of the vibration control structure 10. The rotation center G in the fall mode is located at the intersection of the rectangular diagonal lines in the vibration control structure 10. In the illustrated example, two pairs of pillar dampers 11 are arranged. The pillar dampers 11 are separately arranged at the four corners of the vibration control structure 10 when viewed from above. The column damper 11 is an elasto-plastic damper in the axial direction. For example, the column damper 11 is composed of a core material for flowing an axial force and a buckling restraining material for restraining the compression buckling of the core material, and the core material is stably elastic. By plastic deformation, it absorbs energy from the outside.

Here, the yield load of the column damper 11 is expressed by the following equation (1).
Ny> max [N _θ ] ... (1)
In the equation (1), Ny: yield load of the column damper 11, max [N _θ ]: horizontal direction, when vibration of the elastic limit level is input in any input direction θ, the column damper 11 is subjected to vibration. Indicates the axial force that acts. The elastic limit level vibration here is a vibration of a scale intended to be kept at the elastic level as a whole structure. Specifically, it is an earthquake equivalent to Level 1 earthquake ground motion (small and medium-sized earthquake ground motion) in architectural design.

Further, in the method for controlling the vibration of the structure according to the first embodiment of the present invention, the column damper 11 is arranged at the lower end of the frame structure 12. At this time, in order to prevent the column damper 11 from supporting the static load of the frame structure 12, for example, as shown in FIG. 1 (c), a rigid beam 22A having high rigidity is adopted, and both ends of the rigid beam 22A are used. The pillar dampers 11 may be connected separately. That is, among the seismic control structures 10, the skeleton structure 12 excluding the column damper 11 supports the static load of the skeleton structure 12.

In the vibration control structure 10 having the above configuration, since the column damper 11 does not support the static load of the frame structure 12, it is possible to sufficiently exert a damping effect against the vibration energy from the outside. This point will be described in detail below.
First, as a comparative example, the vibration control structure 100 in which the column damper 11 supports the static load of the frame structure 12 as shown in FIG. 2 will be described. In this case, as shown by black circles in FIGS. 2 (b) and 2 (c), a constant compressive load is applied to each of the pair of column dampers 11 provided with the rotation center G in the fall mode in the top view. There is.

Then, when vibration energy is applied from the outside and an overturning moment shown by an arrow P1 is generated in the vibration control structure 10, the column damper 11A on one side is in the compression direction as shown by a white circle in FIG. 2 (b). By applying the load F, the amount of displacement in the compression direction becomes large. As a result, the deformed region of the column damper 11 shifts from the elastic region to the plastic region.
On the other hand, as shown by the white circles in FIG. 2C, the column damper 11B on the other side is relaxed in compressive deformation by applying a load F in the tensile direction, and the amount of displacement in the tensile direction is large. Become. Then, depending on the magnitude of the load, the deformation may be contained within the elastic deformation region. As described above, when a large amount of strain cannot be obtained without exceeding the yield point, there is a problem that a sufficient damping effect cannot be exerted from the column damper 11B on the other side.

Next, in the vibration control structure 10 according to the present embodiment as shown in FIG. 3, each of the pair of column dampers 11 does not support the static load of the frame structure 12. That is, as shown by black circles in FIGS. 3 (b) and 3 (c), neither of the pair of column dampers 11 is subjected to a compressive load before the vibration energy from the outside is applied.
Therefore, when vibration energy is applied to the vibration control structure 10 from the outside and the overturning moment shown by the arrow P1 is generated in the vibration control structure 10, one of them is shown by white circles in FIGS. 3 (b) and 3 (c). The amount of compressive deformation of the pillar damper 11A on the side and the amount of tensile deformation of the pillar damper 11B on the other side have the same magnitude. When the strain amount of the column damper 11 exceeds the yield point, a sufficient damping effect can be exerted from both of the pair of column dampers 11.

Further, the effect of the pillar damper 11 in the seismic control structure 10 having the above configuration satisfying the equation (1) will be described in detail below.
As shown in FIG. 4A, an analysis was performed on the vertical load (axial force) applied to the strut member 21 when the overturning bending moment M [force × distance] was applied to the structure. In this analysis, the structure includes strut members 21 arranged at equal pitches of 5 × 5 with an interval [distance] of 1, and an overturning bending moment M [force × distance] acts at an angle θ in the horizontal direction. I assumed the case. Further, in this analysis, the overturning bending moment M is set to the overturning bending moment M = 100 generated by the horizontal force at the elastic limit level of the column damper 11, and the neutral axis at the time of overturning is a one-point chain line in FIG. 4A. It was designated as XX and YY as shown. Further, the axial rigidity of each support column member 21 was set to be the same. Then, the load in the vertical direction (hereinafter referred to as the acting axial force F) [force] acting on the position indicated by the reference numeral A in FIG. 4A was calculated.

As a result, as shown in FIG. 4B, it was confirmed that the acting axial force F changes with the change of the input angle θ of the overturning moment. Specifically, the acting axial force | F1 | = 4 (absolute value) at the input angle θ = 0, whereas the acting axial force | F2 | = 5.66 (absolute value) at θ = 45 ° and 225 °. It was confirmed that the absolute value) was the maximum. That is, as shown in the equation (1), by making the yield stress of the column damper 11 larger than the acting axial force, the input direction with respect to the vibration assumed to be the elastic limit level of the column damper 11. Regardless of the above, the column damper 11 can be deformed within the elastic region without yielding. In addition, when more vibration is input, it yields and a sufficient damping effect can be exhibited.

Therefore, according to the seismic control structure 10 according to the first embodiment and the seismic control method of the structure, the pillar damper 11 is arranged at the lower end of the frame structure 12 in the seismic control structure 10, so that it is external. When the vibration energy is input from the column damper 11, the vibration energy can be damped and absorbed by the column damper 11. At this time, since the column damper 11 can attenuate and absorb the vibration energy of the vibration mode in which the entire frame structure 12 falls, it exerts a desired vibration control effect against the vibration energy from various directions. be able to.
Further, since the column damper 11 does not support the static load of the frame structure 12, it is not necessary to separately support the frame structure when the column damper 11 is replaced, and the handleability of the column damper 11 can be improved.

Further, since the column damper 11 does not support the static load of the frame structure 12, the frame structure 12 collapses and collapses even after the column damper 11 is plastically deformed by the vibration energy input from the outside. There is no.
Further, since the column damper 11 has a certain rigidity in the vertical direction, when a quasi-static horizontal force such as a wind load acts on the seismic control structure 10, the seismic control structure 10 generated at that time is overturned. The force to try can be supported by the pillar damper 11. Further, for example, when the strength of the column damper 11 is maintained after the earthquake, the column damper 11 can function as a temporary reinforcing member until the frame structure 12 is reinforced.

Further, since the pillar dampers 11 are arranged in pairs at positions sandwiching the rotation center G in the fall mode in the top view of the vibration control structure 10, the pillar dampers 11 arranged in pairs in this way. Therefore, the vibration energy from the outside can be effectively damped and absorbed.
Further, since the vibration control structure 10 has a rectangular shape when viewed from above and the pillar damper 11 is arranged at the corner of the vibration control structure 10 when viewed from above, the position where the pillar damper 11 is arranged is the vibration control. It is the position farthest from the rotation center G of the fall mode of the structure 10. In this case, the number of column dampers 11 is small (one is arranged at the corner in the illustrated example), the load shared by the column dampers 11 is large, and the amount of axial deformation generated in the column dampers 11 is large. Vibration energy can be damped and absorbed even more effectively.
Further, since the column damper 11 in the seismic control structure 10 is an elasto-plastic damper, the column damper 11 has a simpler configuration as compared with the case where the column damper 11 has another configuration such as a viscous damper. can do.

FIG. 5 is a front schematic view showing a first modification of the vibration control structure 10 according to the first embodiment.
In the vibration control structure 10B according to the first modification, the column damper 11 is attached to the column member 21 forming the frame structure 12. That is, at the lower end of the skeleton structure 12, a column member 21 that supports the static load of the skeleton structure 12 is arranged at a portion located at a corner in a top view, and a column damper 11 is provided outside the column member 21. It is arranged separately for each. Here, the fact that the column damper 11 is attached to the column member 21 means that the connecting portion between the column damper 11 and the frame structure 12 is close to the connecting portion between the column member 21 and the frame structure 12. means.
In the illustrated example, the column damper 11 is connected to the frame structure 12 from the outside of the frame structure 12, but the column damper 11 is laterally adjacent to the column member 21 located at the corner in the top view. It may be arranged.

FIG. 6 is a front schematic view showing a second modification of the vibration control structure 10 according to the first embodiment.
In the vibration control structure 10C according to the second modification, the frame structure 12 has a structure in which its own weight is not applied to the portion where the column damper 11 is arranged. That is, in the lower end portion of the skeleton structure 12, the brace 50 is arranged at the portion located at the corner portion in the top view. Therefore, the column damper 11 can be easily arranged without the load of the frame structure 12 being applied to the column damper 11.

(Second Embodiment)
FIG. 7 is a schematic perspective view of the vibration control structure 10D according to the second embodiment of the present invention. As shown in FIG. 7, the seismic control structure 10D according to the second embodiment has a brace damper 23 in which the frame structure 12D attenuates and absorbs the vibration energy in the mode of shear deformation as a whole. However, it is different from the seismic control structure 10 according to the first embodiment. In the following description, the description of the parts common to the first embodiment will be omitted. Further, in each drawing used for explanation, the same reference numerals are given to the components common to those in FIGS. 1 to 6.

The brace damper 23 extends laterally in a top view and is arranged at an angle with respect to the strut member 21 and the beam member 22 in the frame structure 12D. As the brace damper 23, a shaft yield type elasto-plastic damper is adopted. The brace dampers 23 are arranged in pairs with respect to the support frame 24 composed of a pair of strut members 21 adjacent to each other in the lateral direction and a pair of beam members 22 adjacent to each other in the vertical direction. The pair of bracing dampers 23 are connected to the lower end portion of the pair of strut members 21 and the lateral central portion of the beam member 22 located above, respectively.
As the brace damper 23, another vibration control element such as a viscoelastic damper may be adopted, or the arrangement may be different from the above-mentioned arrangement.

In the vibration control structure 10D having the above configuration, when vibration energy is input from the outside from one side to the other side in the lateral direction, the support frame 24 is shear-deformed into a rhombus shape. At this time, as shown in FIG. 7B, of the pair of brace dampers 23, the brace damper 23A on one side is deformed by receiving a tensile load, and the brace damper 23B on the other side applies a compressive load. Receive and transform. In this way, the brace damper 23 can attenuate and absorb the vibration energy input from the external force.
Therefore, according to the seismic control structure 10D according to the second embodiment, the bracing damper 23 can effectively attenuate and absorb the vibration energy in which the entire skeleton structure 12D is sheared and deformed in a top view. Further, in this configuration in which the column damper 11 and the brace damper 23 are combined, the column damper 11 supplements the seismic control effect for diagonal input, so that a more efficient seismic control effect is exhibited against horizontal seismic motion in all directions. can do.

(Third Embodiment)
FIG. 8 is a schematic view of the pillar damper 11E in the vibration control structure according to the third embodiment of the present invention. As shown in FIG. 8A, in the seismic control structure, the column damper 11E is connected to the frame structure 12 and the foundation structure supporting the frame structure 12 via a pin 30 and extends laterally. It differs from the seismic control structure 10 in that it is a shaft yield damper that can rotate around. In the following description, the description of the parts common to the first embodiment will be omitted. Further, in each of the drawings used for the explanation, the same reference numerals are given to the components common to those in FIGS. 1 to 7.

In the seismic control structure having the above configuration, the column damper 11E is connected by pin joining via a pin 30 having a rotation axis along the horizontal direction, so that when vibration energy is input to the seismic control structure from the outside. , No bending load is applied to the column damper 11E. Therefore, the load on the column damper 11E, which is generally a shaft yield damper that is weak against the bending load, can be reduced, and the durability of the column damper 11E can be ensured.
Therefore, according to the vibration control structure 10 according to the third embodiment, it is possible to suppress the generation of bending stress in the column damper 11E, and by ensuring the durability of the column damper 11E, the column damper 11E Can fully exert the damping effect.

Further, as shown in FIG. 8B, in the present embodiment, a plurality of such column dampers 11E may be arranged in parallel with each other by pin joining. By arranging them in parallel in this way, it becomes possible to replace and receive the bending load input from the outside as a couple, and only the axial force acts on the column damper 11E. Therefore, by arranging the column dampers 11E in parallel in this way, it is possible to exert a damping effect not only in the direction in which the column dampers 11E extend but also in the bending direction. Further, since the column dampers 11E are arranged in parallel, bending does not act on the column damper 11 alone while bearing the bending load in parallel, so that the durability of the column damper 11 can be ensured more effectively. Can be done.

Although the embodiments of the present invention have been described in detail with reference to the drawings, the specific configuration is not limited to the embodiments, and includes design changes and the like within a range that does not deviate from the gist of the present invention. ..
In each of the above embodiments, the pillar dampers 11 are arranged in pairs at positions sandwiching the rotation center G in the fall mode in the top view of the vibration control structure 10. It is not limited to the mode. For example, only one column damper 11 may be arranged without forming a pair, or may be arranged in a pair at a position not sandwiching the rotation center G in the fall mode in the top view of the vibration control structure 10. Good.
Further, in each of the above embodiments, the column damper 11 is arranged only in the lowermost layer of the frame structure 12, but it may be arranged over a plurality of layers.

Further, in each of the above embodiments, the column damper 11 does not support the static load of the vibration control structure, but the present invention is not limited to such a mode. The column damper 11 may support the static load of the skeleton structure 12.

Further, in each of the above embodiments, the seismic control structure 10 has a rectangular shape when viewed from above, and the pillar damper 11 is arranged at the corner of the seismic control structure 10 when viewed from above. The mode is not limited to the above. The vibration damping structure 10 may have a polygonal shape other than a circular shape or a rectangular shape in the top view, and the pillar damper 11 may be arranged in a portion other than the corner portion of the vibration control structure 10 in the top view. ..

Further, in each embodiment, the vibration energy due to the earthquake has been described as an example of the vibration energy input to the vibration control structure 10 from the outside, but the present invention is not limited to such an embodiment. The vibration energy input to the vibration control structure 10 from the outside may be, for example, wind or the like.

10, 10B, 10C, 10D Seismic control structure 11, 11E Pillar damper 11A One side pillar damper 11B The other side pillar damper 12, 12D Frame structure 21 Pillar member 22 Beam member 22A Rigid beam 23 Brace damper 23A One side Brace damper 23B Brace damper on the other side 24 Support frame 30 Pin 50 Brace 100 Seismic control structure in comparative example P1 Overturning moment F External force (axial force)
G Center of rotation in fall mode

Claims (7)

The skeleton structure supported by the foundation structure and
A column damper arranged at the lower end of the skeleton structure is provided.
The column damper damps and absorbs the vibration energy of the vibration mode in which the entire skeleton structure falls .
The column damper is a vibration control structure attached to a column member forming the framework structure . The skeleton structure supported by the foundation structure and
A column damper arranged at the lower end of the skeleton structure is provided.
The column damper damps and absorbs the vibration energy of the vibration mode in which the entire skeleton structure falls .
The column damper is a seismic control structure which is a shaft yield damper which is connected to the frame structure and the foundation structure via a pin and is rotatable around an axis extending in the lateral direction . The seismic control structure according to claim 2 , wherein a plurality of shaft yield dampers are arranged in parallel with each other. The seismic control structure according to any one of claims 1 to 3, wherein the pillar dampers are arranged in pairs at positions sandwiching a rotation center in a fall mode in a top view of the seismic control structure. The seismic control structure has a rectangular shape when viewed from above.
The seismic control structure according to any one of claims 1 to 4, wherein the pillar damper is arranged at a corner of the seismic control structure in a top view of the seismic control structure. The vibration control structure according to any one of claims 1 to 5 , wherein the pillar damper is an elasto-plastic damper. The vibration control structure according to any one of claims 1 to 6 , wherein the skeleton structure has a brace damper that attenuates and absorbs vibration energy in which the entire skeleton structure undergoes shear deformation.

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