JP2020180547A - Vibration control device - Google Patents

Abstract

To make it possible to disperse and uniform a deformation without concentrating the same in a specific layer by decreasing a maximum story deformation angle, and to suppress layer collapse.SOLUTION: A vibration control device disposed between layers of a building comprises oil dampers 3 connected to a skeleton of the building and PC steel bars 4 parallelly provided with the oil dampers 3. A first anchorage zone 41 of the PC steel bar 4 has a gap for allowing a tensile direction displacement of the oil damper 3. The PC steel bar 4 functions as an elasto-plastic damper in the state that tensile force is applied. A layer of the building has an isolation layer where a shear link brace 2 is located in a frame 13 surrounded by columns 11 and beams 12. The oil damper 3 is connected between the shear link brace 2 and the column 11.SELECTED DRAWING: Figure 2

Description

The present invention relates to a vibration control device constructed from a super high-rise building to a low-rise building.

In recent years, large earthquakes with a seismic intensity of 7 have occurred in various parts of Japan. If these major earthquakes occur in urban areas, more serious damage to the building structure is expected than ever before. On the other hand, the current countermeasures against large earthquakes are to install vibration control devices such as vibration control dampers between houses to high-rise buildings that exceed 100 m, for example, by converting the shaking of the building into heat energy and absorbing it. The mainstream is to use an installed vibration control structure (see, for example, Patent Document 1). As a result, seismic resistance can be ensured against earthquakes assumed by the designer.

Japanese Patent No. 5238701

However, in the conventional case, as mentioned above, large-scale earthquakes that exceed expectations have occurred in various parts of Japan in recent years, and if seismic motion that exceeds the input assumed in the design acts, the structural frame will be damaged. May be seriously damaged.
In addition, a design that softens a specific layer to improve the energy absorption efficiency of the damper (for example, a centralized seismic control structure or a soft first story seismic control structure) is extremely effective against an assumed earthquake. high. However, in the event of an earthquake that exceeds expectations, the softened layer may be excessively deformed, causing layer collapse, which is a fragile fracture form starting from the soft layer.

The present invention has been made in view of the above-mentioned problems, and by reducing the maximum interlayer deformation angle, it is possible to disperse and homogenize the deformation without concentrating the deformation on a specific layer, and to suppress layer collapse. The purpose is to provide a vibration control device that can be used.

In order to achieve the above object, the vibration control device according to the present invention is a vibration control device arranged between layers of a building, and the vibration control damper connected to the frame of the building and the vibration control damper in parallel with the vibration control damper. A tension material made of a PC steel material or a tie rod provided is provided, and the fixing portion of the PC steel material has a gap that allows displacement of the vibration damping damper in the tensile direction, and the tension material exerts a tensile force. It is characterized by functioning as an elasto-plastic damper in the actuated state.

In the present invention, when a seismic motion acts on a building during a large earthquake, the displacement in the tensile direction of the seismic damping damper acts, and the gap provided in the tensile material made of PC steel or tie rod is eliminated at the set interlayer deformation angle or more. .. Then, when the gap disappears, the tension material acts as an elasto-plastic damper, the spring rigidity of the elasto-plastic damper is added as layer rigidity, and the yield strength of the tension material can be added to the building frame between the layers of the building. .. That is, between the layers of the building, the maximum interlayer deformation angle can be reduced according to the gap amount, and the variable rigidity according to the interlayer deformation can be realized. In this way, by installing the vibration control device of the present invention on each layer of the building, it is possible to disperse the deformation to other layers by suppressing the concentration of the deformation on a specific layer, and the deformation of each layer is uniform. Can be transformed into.

Further, in the present invention, by allowing the pulling material to be plasticized by the yield load value set in the elasto-plastic damper, it is possible to limit the force generated in the columns and beams of the building frame, and the columns and beams are excessive. It is possible to prevent damage due to the occurrence of a large reaction force.
Further, in the present invention, the tension member is provided in parallel with the seismic control damper, the installation space is small, and the seismic damper is additionally installed, for example, in addition to the existing shear link type seismic brace by simply reinforcing the connection portion. It is also suitable for seismic repair of existing buildings, and can be realized by simple construction at low cost.

Further, in the seismic control device according to the present invention, the layer of the building has a seismic control layer in which seismic brace is arranged in a frame surrounded by columns and beams, and the seismic control damper is the seismic brace and the frame. It may be characterized by being connected to and from.

In this case, by allowing the pulling material to be plasticized, the upper limit of the axial force borne by the seismic brace can be limited, so that it is possible to prevent the columns and beams from being significantly damaged in advance. .. That is, after the gap of the tension material disappears, the proof stress can be added to the frame by the proof stress of the tension material, and the rigidity of the seismic brace can be added. That is, in the present invention, the seismic brace and the series spring rigidity of the elasto-plastic damper (tensile material) can be added to the layer rigidity.

Further, in the seismic control device according to the present invention, the layer of the building has a seismic isolation layer on which the seismic isolation device is arranged, and the seismic isolation damper is connected between the skeletons constituting the seismic isolation layer. It may be characterized by being done.

In this case, when excessive deformation occurs in the seismic isolation layer such as during a large earthquake, the rigidity of the tension material made of PC steel or tie rod is added and acts as a stopper. That is, after the gap of the tensile material disappears, the yield strength can be added to the building frame by the yield strength of the tensile material.

Further, the vibration control device according to the present invention may be characterized in that only the tensile force is applied to the tension material.

In this case, only the tensile force can be reliably applied to the tensile material, and the vibration control device can be realized by a simple structure in which the compressive force is not applied to the tensile material.

Further, in the vibration control device according to the present invention, the fixing portion is inserted into a joint plate fixed to at least one end of the vibration control damper and a through hole formed in the joint plate. A fixing plate to be fixed in a state of being fixed and an elastic member provided between the joining plate and the fixing plate are provided, and the separation distance between the joining plate and the fixing plate is the tensile direction in the vibration damping damper. It may be characterized in that the elastic member is set to a size that can be displaced and the elastic member can be compressed.

In this case, when a tensile force acts on the vibration damping damper and the joint plate is displaced in the direction close to the fixing plate of the tension material, the spring member is compressed within the gap range and the elastic member pulls the joint plate through the fixing plate. A tensile force can be applied to the material.
Then, the gap disappears when the elastic member is completely compressed, and the tensile material acts as an elasto-plastic damper. That is, the spring rigidity of the elasto-plastic damper is added as the layer rigidity, and the yield strength of the tensile material can be added to the building frame between the layers of the building.

Further, the vibration control device according to the present invention may be characterized in that a guide cylinder through which the tension material is inserted is provided.

In this case, when a compressive force acts on the tension material, the tension material is restrained by the guide cylinder, so that buckling can be prevented.

According to the vibration control device of the present invention, by reducing the maximum interlayer deformation angle, deformation can be dispersed and made uniform without concentrating the deformation on a specific layer, and layer collapse can be suppressed.

It is a side view which shows the high-rise building provided with the vibration control device by 1st Embodiment of this invention. It is a side view which shows the structure of the shear link brace and the vibration control device provided in the frame of the high-rise building shown in FIG. FIG. 2 is a cross-sectional view taken along the line AA shown in FIG. 2 and is a view of the vibration control device as viewed from above. It is a side view of a main part for explaining the operation of a vibration control device, (a) is a figure in a normal state in an oil damper, (b) is a figure at the time of tension in an oil damper, and (c) is a compression in an oil damper. It is a diagram of time. It is a figure which shows the element model of a shear link brace and a vibration control device. It is a figure which shows the relationship between the interlayer deformation and the layer shearing force, and shows the restoring force characteristic in a normal layer. It is a figure which shows the relationship between the interlayer deformation and the layer shear force, and shows the restoring force characteristic of the vibration control apparatus of this embodiment. It is a figure which shows the relationship between the layer of a high-rise building and the response interlayer deformation angle with respect to a large earthquake. It is a top view which shows the structure of the vibration control apparatus by 2nd Embodiment of this invention. It is a side view which shows a part of the frame of the high-rise building in which the vibration control device by the 3rd Embodiment of this invention was constructed. It is a side view which shows the structure which installed the seismic isolation device by the 4th Embodiment of this invention in a seismic isolation layer. It is a side sectional view which shows the main part of the vibration control apparatus according to 5th Embodiment of this invention. FIG. 12 is a side view of a main part for explaining the operation of the vibration control device shown in FIG. 12, in which FIG. 12A is a view of a normal time in an oil damper, FIG. 12B is a view of tension in an oil damper, and FIG. It is a figure at the time of compression in an oil damper. It is a side view which shows the vibration control device provided in the high-rise building by the 6th Embodiment of this invention. It is an enlarged view of the main part of the fixing part of the vibration control device shown in FIG. (A) to (c) are side views for explaining the operation of the tie rod of the vibration control device shown in FIG. It is an enlarged view of the main part of the fixing part of the vibration control device by the 1st modification. (A) to (c) are side views for explaining the operation of the tie rod of the vibration control device shown in FIG. It is an enlarged view of the main part of the fixing part of the vibration control device by the 2nd modification. (A) to (c) are side views for explaining the operation of the tie rod of the vibration control device shown in FIG. It is a figure which showed the loading amplitude used for the gradual increase repetitive force in the gradual increase repetitive test by an Example. It is a figure which showed the result of the force test by an Example, (a) is a figure of a unit test body with a shaft diameter of φ25 mm, and (b) is a figure of a unit test body with a shaft diameter of φ42 mm.

Hereinafter, the vibration control device according to the embodiment of the present invention will be described with reference to the drawings.

(First Embodiment)
As shown in FIG. 1, the vibration control device 1 of the present embodiment has a plurality of layers (hereinafter, referred to as a flexible layer portion 10A) of a high-rise building 10 (building) having a height of more than 100 m (2 in FIG. 1). Layers) are provided between the respective layers. As shown in FIG. 2, the vibration control device 1 is an elasto-plastic damper with a gap in which a PC steel rod 4 (PC steel material, tension material) is provided in parallel with an oil damper 3 (vibration control damper) connecting layers. ..
Here, in the high-rise building 10, the entire continuous plurality of floors above the flexible layer portion 10A is referred to as the upper layer portion 10B. Only seismic braces are arranged in the central portion (core portion) between each layer of the upper layer portion 10B.

The flexible layer portion 10A of the high-rise building 10 is made into a flexible layer so that the horizontal rigidity is smaller than that of the upper layer portion 10B.
The vibration control device 1 has an oil damper 3 that suppresses deformation when the deformation amount of the brittle layer portion 10A exceeds a predetermined value, so that the deformation is concentrated in the brittle layer portion 10A and an external force exceeding the assumption is obtained. The structure is such that brittle damage can be suppressed.

As shown in FIG. 2, the vibration control device 1 is arranged in a frame 13 surrounded by columns 11 and beams 12. The frame 13 of the present embodiment is provided with a V-shaped seismic brace (shear link brace 2). Here, the layer in which the shear link brace 2 is arranged on the frame 13 is called a vibration control layer.
Further, in the frame 13, the length direction of the beam 12 when viewed from the direction orthogonal to the plane surrounded by the frame 13 is referred to as the left-right direction X1.

The shear link brace 2 is fixed to the center of the lower beam 12 in the width direction with a pair of brace members 21 and 21 forming a V shape in a side view, and the lower ends 21b and 21b of the brace members 21 and 21 are joined to each other. A support pedestal 22 for supporting the joint portion 21c is provided.

Each brace material 21 is formed of H-shaped steel and is inclined at an angle of approximately 45 ° with respect to the column 11 and the beam 12 in a side view. The upper end 21a of each brace material 21 is joined to the connection plate 23 provided at the upper corner portion 10a of the frame 13 by bolting, and the lower end 21b is in the length direction (left-right direction X1) of the lower beam 12 of the frame 13. It is joined to the central portion via a support frame 22.

As shown in FIGS. 2 and 3, the support frame 22 is formed of H-shaped steel, and the brace joint portion 221 to which the lower ends 21b of the pair of brace members 21 and 21 are joined, and the left and right of the upper plate 12a of the beam 12. A slide support portion 222 that slidably supports the brace joint portion 221 with respect to the beam 12 in the left-right direction X1 at the central portion of the direction X1, and protrusions extending in the left-right direction X1 from each of the left and right ends of the brace joint portion 231. It is provided with a unit 223.

The slide support portion 222 is provided on the lower surface of the brace joint portion 221 and includes a guide portion 224 extending along the left-right direction X1 and a guide portion 225 fixed to the beam 12 and movably supported along the guide portion 224. , Is equipped. That is, in the support pedestal 22, the brace joint portion 221 can reciprocate in the left-right direction X1 together with the shear link brace 2 via the slide support portion 222 at the time of an earthquake.

At the protruding end of each protruding portion 233, a first joining plate 24 having a plane facing the inner side surface 11a of the pillar 11 is provided (see FIG. 4A).
The first fixed end 3a at one end of the oil damper 3 is fixed to the central portion of the outer surface 24a of the first joining plate 24. As shown in FIG. 4A, one first end portion 4a of the PC steel rod 4 is inserted and fixed at a position on the outer peripheral side of the portion of the first joint plate 24 where the oil damper 3 is arranged. A through hole 24b for the purpose is formed.

As shown in FIG. 2, the vibration control device 1 includes an oil damper 3 connected between the shear link brace 2 and the pillar 11, and a plurality of PC steel rods 4 provided in parallel with the oil damper 3. ing.
The vibration control device 1 has a configuration in which the PC steel rod 4 functions as an elasto-plastic damper in a state where a tensile force F1 (see FIG. 4B) is applied.

As shown in FIGS. 2 and 3, the oil damper 3 is arranged in a state where the expansion / contraction direction (axial direction) is directed to the left-right direction X1. In the oil damper 3, the first fixed end 3a is fixed to the first joint plate 24 of the support frame 22 of the shear link brace 2, and the other second fixed end 3b of the oil damper 3 is relative to the inner surface 11a of the pillar 11. It is fixed via the fixing member 31. A second joint plate 32 is provided at the end of the fixing member 31 on the oil damper 3 side.

The second fixed end 3b of the oil damper 3 is fixed to the central portion of the second joint plate 32. A through hole (not shown) is formed in the second joint plate 32 on the outer peripheral side of the portion where the oil damper 3 is arranged so that the other second end portion 4b of the PC steel rod 4 can be inserted and fixed. Has been done.

The PC steel rod 4 is provided so that the length direction of the steel rod is parallel to the expansion / contraction direction (left-right direction X1) of the oil damper 3 and only the tensile force is applied. That is, a plurality of PC steel rods 4 (4 in this case) are well-balanced around the oil damper 3 so as not to be twisted outside the structure including the shear link brace 2 and the oil damper 3 when the force is applied. Have been placed. Here, in the side view shown in FIG. 2 and the top view shown in FIG. 3, the oil damper 3 is provided symmetrically with the oil damper 3 interposed therebetween, and a total of four PC steel rods 4 are provided.

The PC steel rod 4 is fixed to the first fixing portion 41 fixed to the support frame 22 (first joining plate 24) of the shear link brace 2 and the second joining plate 32 of the fixing member 32 fixed to the column 11. It has a second fixing portion 42 to be formed. As the PC steel rod 4, for example, one having a rod diameter of about 40 mm can be used.

As shown in FIG. 4A, the first fixing portion 41 has a gap G that allows displacement of the oil damper 3 in the tensile direction.
In the first fixing portion 41, the PC steel rod 4 is inserted into the first joint plate 24 fixed to one of the first fixed ends 3a of the oil damper 3 and the through hole 24b formed in the first joint plate 24. It includes a first fixing plate 43 that is fixed by screwing the nut 45 in a state, and a spring member 44 (elastic member) provided between the first joining plate 24 and the first fixing plate 43. ..

As shown in FIG. 4A, the separation distance (gap G) between the first joining plate 24 and the first fixing plate 43 can be displaced in the tensile direction in the oil damper 3 and the spring member 44 can be compressed. It is set to the dimension. The gap G can be set to, for example, about 1/120 to 1/80 in terms of floor height (height dimension between layers).

As the spring member 44, a coil spring, a disc spring, or the like is adopted. As shown in FIG. 4A, the spring member 44 initially generated a tension between the first joining plate 24 and the first fixing plate 43 to the extent that the PC steel rod 4 did not bend in normal times. It is provided as a setting state.

Further, the PC steel rod 4 is provided with a guide cylinder 46 for preventing buckling that covers a part of the PC steel rod 4 in the length direction in a state of being inserted into the PC steel rod 4. By providing the guide cylinder 46 in this way, when a compressive force acts on the PC steel rod 4 (see FIG. 4C), the PC steel rod 4 is restrained by the guide cylinder 46, thus preventing buckling. can do. That is, by providing the guide cylinder 46, the PC steel rod 4 can be smoothly expanded and contracted with respect to the first joint plate 24 when the oil damper 3 is expanded and contracted.

As shown in FIGS. 2 and 3, the second fixing portion 42 has the above-mentioned second joining plate 32 fixed to the second fixing end 3b of the oil damper 3 and the through hole formed in the second joining plate 32. A second fixing plate 47, which is fixed by screwing a nut 45 in a state where the PC steel rod 4 is inserted, is provided.

FIG. 5 shows an analysis model of the shear link brace 2 and the vibration control device 1 in the above-described embodiment.
In FIG. 5, the reference numeral kb is the rigidity of the shear link brace 2, kg is the rigidity (non-linearity) of the PC steel rod 4, and gap is the displacement of the gap G until the spring member 44 is completely compressed (closely attached). , Cd is the viscosity damping coefficient of the oil damper 3. The shear link brace 2 (kb) and the vibration control device 1 are arranged in series, and in the vibration control device 1, kg and gap are arranged in series, and kg and gap and cd are arranged in parallel.

It also absorbs energy at the same time as a normal elasto-plastic damper that depends on deformation. That is, this forms a kind of variable rigidity frame system, and acts to suppress the deformation against excessive deformation. Therefore, the seismic control device 1 suppresses the concentration of deformation in the flexible layer portion 10A of the high-rise building 10 shown in FIG. 1 even against an external force exceeding the assumption, and has resilience with robustness even against the unexpected. It is possible to form a high frame.

Next, the operation of the vibration control device 1 will be specifically described with reference to FIGS. 4A to 4C.
As shown in FIG. 4A, when the oil damper 3 that does not receive the seismic force is in a normal state, the axial force (in the left-right direction X1) is applied to the PC steel rod 4 by the tension force in the state where the spring member 44 is initially set. Force) acts. That is, the spring member 44 provided between the first joining plate 24 and the first fixing plate 43 is arranged in a state of being urged in a direction in which both 24 and 43 are separated from each other.

As shown in FIG. 4B, when the oil damper 3 is extended by, for example, 50 mm at the time of an earthquake, an axial force (tensile force F1) acts on the PC steel rod 4 in the vibration control device 1, and the first joint is formed. The distance (gap G) between the plate 24 and the first fixing plate 43 is smaller than that in the normal state of FIG. 4A. Therefore, the spring member 44 contracts against the urging and comes into close contact with the spring member 44. At this time, an axial force of, for example, approximately 1500 kN acts on one PC steel rod 4.

As shown in FIG. 4C, when the oil damper 3 is compressed by, for example, 50 mm at the time of an earthquake, the axial force (compressive force F2) does not act on the PC steel rod 4 in the vibration control device 1, and the first The distance (gap G) between the 1-joint plate 24 and the first fixing plate 43 is larger than that in the normal state of FIG. 4A.

Next, the specific operation and effect of the vibration control device 1 according to the present embodiment will be described based on the examples.
FIG. 6 shows an image of the restoring force characteristics of a normal layer in a steel structure. FIG. 7 shows an image of the restoring force characteristics of the layer in which the present embodiment in which the gap G (interlayer deformation x) is set to 50 mm is installed. 6 and 7 are diagrams showing the relationship between the interlayer deformation x (mm) on the horizontal axis and the layer shear force y (kN) on the vertical axis. FIG. 6 shows a case of only the shear link brace 2 without the vibration control device 1 of the present embodiment, in which the dotted line shows the restoring force characteristics at the time of an earthquake and the solid line shows the restoring force characteristics at the time of an earthquake. FIG. 7 shows a case provided with the vibration control device 1 and the shear link brace 2 of the present embodiment. The dotted line shows the restoring force characteristics during normal times, the solid line shows the restoring force characteristics during an earthquake, and the thin dotted line shows the restoring characteristics shown in FIG. Is shown.

As the present embodiment, the additional proof stress and the additional rigidity when four PC steel rods 4 are installed in parallel with the oil damper 3 are as follows. Here, the rigidity of the shear link brace 2 is not considered as rigid.
Assuming that the proof stress of each PC steel rod 4 is 1500 kN and its history characteristic is completely bilinear, the additional proof stress is 6000 kN (= 1500 kN x 4). At this time, the equivalent rigidity ke (see FIGS. 6 and 7) of the layer at the interlayer deformation x when a certain excessive deformation occurs can be expressed by the equation (1). Then, the equivalent rigidity ke'when the vibration control device 1 of the present embodiment is installed is given by the equation (2), and the ratio of ke'/ ke is obtained from the equation (2) by the equation (3). As a result, it can be considered that the equivalent rigidity is increased by the ratio of the equation (3).
Therefore, by using this embodiment, it is possible to construct a variable rigidity system in which the rigidity of the layer changes greatly according to the displacement.

Next, FIG. 8 shows the result of simulating the effect of applying this embodiment to a high-rise building made of a steel frame having a height of about 100 m by time history response analysis. The horizontal axis shown in FIG. 8 indicates the interlayer deformation angle, and the vertical axis indicates the layer. In the simulation, the case of this embodiment has a damper with a gap, and as a comparative example, there is no damper with a gap.

The analysis model was an equivalent bending shear type mass system. In the simulation, shaking was given assuming a large earthquake with a seismic intensity of 7.
As a result of the simulation, when the damper with a gap is not installed, the deformation is concentrated in the lower layer portion, and a maximum interlayer deformation angle of 1/59 is generated. On the other hand, when the damper with a gap was installed, the interlayer deformation angle could be reduced to 1/79, and the effects of suppressing the deformation of the specific layer and equalizing the deformation of each layer could be confirmed.

Next, the operation of the vibration control device 1 will be described in detail with reference to the drawings.
In the seismic control device 1 of the present embodiment, as shown in FIGS. 4A and 4B, the tensile direction of the oil damper 3 when a seismic motion acts on the high-rise building 10 shown in FIG. 1 during a large earthquake. The displacement of the above acts, and the gap G provided in the PC steel rod 4 disappears at the set interlayer deformation angle or more. Specifically, as shown in FIG. 4B, the spring member 44 is in perfect contact with the spring member 44, and the spring member cannot be compressed. That is, in the present embodiment, when a tensile force acts on the oil damper 3 and the first joint plate 24 is displaced in the direction close to the first fixing plate 43 of the PC steel rod 4, the spring member 44 is displaced within the range of the gap G. It is compressed, and a tensile force can be applied to the PC steel rod 4 from the spring member 44 via the first fixing plate 43.

Then, when the gap G disappears, the PC steel rod 4 acts as an elasto-plastic damper, the spring rigidity of the elasto-plastic damper is added as a layer rigidity, and the yield strength of the PC steel rod 4 is applied to the building frame between the layers of the building. Can be added. That is, even when a seismic motion exceeding the Lv2 seismic motion specified in the Building Standards Act notification acts on the building between the layers of the building, the maximum inter-story deformation angle can be reduced according to the set gap amount. It is possible to realize variable rigidity according to interlayer deformation.
In this way, by installing the vibration control device 1 of the present embodiment on each layer of the building, it is possible to disperse the deformation to other layers by suppressing the concentration of the deformation on the specific layer, and the deformation of each layer. Can be made uniform.

Further, in the present embodiment, by allowing the PC steel rod 4 to be plasticized by the yield load value set in the elasto-plastic damper, it is possible to limit the force generated in the column beam of the building frame, etc. It is possible to prevent damage caused by excessive reaction force.
Further, in the present embodiment, the PC steel rod 4 is provided in parallel with the vibration control damper, the installation space is small, and the shear link brace 2 as in the present embodiment is added only by simply reinforcing the connection portion. It is also suitable for seismic repair of existing buildings because it can be installed at low cost and can be realized by simple construction.

Further, in the vibration control device 1 of the present embodiment, since the upper limit of the axial force borne by the shear link brace 2 can be limited by allowing the PC steel rod 4 to be plasticized, the columns 11 and the beams 12 Can be prevented from being significantly damaged in advance. That is, after the gap G of the PC steel rod 4 disappears, the proof stress can be added to the frame 13 by the proof stress of the PC steel rod 4, and the rigidity of 2 minutes of the shear link brace can be added. That is, in the present embodiment, the series spring rigidity of the shear link brace 2 and the elasto-plastic damper (oil damper 3 and PC steel rod 4) can be added to the layer rigidity.

Further, in the present embodiment, the vibration control device 1 can be realized by a simple structure in which only the tensile force can be reliably applied to the PC steel rod 4 and the compressive force is not applied to the PC steel rod 4. it can.

As described above, in the vibration control device 1 according to the present embodiment, by reducing the maximum interlayer deformation angle, the deformation can be dispersed and made uniform without concentrating the deformation on the specific layer, and the layer collapse can be suppressed.

Next, the vibration control device according to another embodiment will be described. The components having the same functions as the components of the first embodiment described above are designated by the same reference numerals, and detailed description thereof will be omitted because the description thereof will be duplicated.

(Second Embodiment)
Next, the vibration control device 1A according to the second embodiment will be described in detail with reference to FIG.
The vibration control device 1A according to the second embodiment has a structure in which a compressive force F2 is applied to the PC steel rod 4 when the oil damper 3 is compressed. That is, in the vibration control device 1A, both the tensile force F1 and the compressive force F2 are provided by providing the first spring member 44A and the second spring member 44B on both side surfaces 24a and 24c of the first joint plate 24 and providing the gap G. Can act.

On the second joint plate 32 side of the first joint plate 24, the third fixing plate 49 is fixed at a predetermined position in the length direction of the PC steel rod 4 via the second spring member 44B. The first spring member 44A is provided as an initial setting state in which a tension force is generated between the first joining plate 24 and the first fixing plate 43 so that the PC steel rod 4 does not bend in normal times. The second spring member 44B is provided as an initial setting state in which a tension force is generated between the first joining plate 24 and the third fixing plate 49 so that the PC steel rod 4 does not bend in normal times.

In the vibration control device 1A, the PC steel rod 4 is passed through a guide cylinder 46A made of a round pipe or a square pipe, and the guide cylinder 46A is filled with mortar. The guide cylinder 46A is set to a length that covers substantially the entire length of the PC steel rod 4 between the third fixing plate 49 and the second joint plate 32.
In the second embodiment, when a compressive force acts on the PC steel rod 4, the PC steel rod 4 is restrained by the guide cylinder 46A, so that buckling can be prevented.

(Third Embodiment)
Next, the vibration control device 1B according to the third embodiment shown in FIG. 10 has a configuration in which a PC steel rod 4 is provided on a brace type damper installed between layers.
The oil damper 3 of the present embodiment is directly connected to the pillar 11 of the frame 13 and the upper beam 12. The first fixed end 3a of the oil damper 3 is provided with a gusset plate 33 provided with a first fixing portion 41 of the PC steel rod 4, and is fixed to the lower surface 12b of the upper beam 12 via the first fixing member 34. There is. Further, the second fixed end 3b of the oil damper 3 is fixed to the inner corner portion 13a of the pillar 11 and the beam 12 via the second fixing member 35.

The gusset plate 33 projects outward from a position spaced by 45 ° in the circumferential direction when viewed from the axial direction on the side of the first fixed end 3a of the oil damper 3. A first joining plate 24A through which the oil damper 3 is penetrated is provided at the tip of the gusset plate 33 facing the second fixed end 3b. A plurality of (4 places in this case) through holes are formed in the first joint plate 24A, and the spring member 44 is inserted on the upper surface 24c side of the first joint plate 24A with the PC steel rod 4 inserted through the through holes. A first fixing plate 43 is provided therethrough. The first fixing plate 43 is fixed by screwing the nut 45 into the PC steel rod 4 on the upper side of the first fixing plate 43. A spring member 44 to which tension is applied in normal times is arranged between the first joining plate 24A and the first fixing plate 43.

The second fixing plate 35 is provided with a second joining plate 32A. The second fixing portion 42 is in a state in which the PC steel rod 4 is inserted into the above-mentioned second joining plate 32A fixed to the second fixing end 3b of the oil damper 3 and the through hole formed in the second joining plate 32A. It is provided with a second fixing plate 47, which is fixed by screwing the nut 45 in.

(Fourth Embodiment)
Next, the seismic control device 1C according to the fourth embodiment shown in FIG. 10 is an example provided in a building having a seismic isolation layer 14 in which a seismic isolation device (not shown) is arranged. That is, the oil damper 3 is connected between the skeletons (bottom board 15, ceiling wall 16) constituting the seismic isolation layer 14. The ceiling wall 16 is provided with a first pillar portion 17 extending downward. The bottom plate 15 is provided with a second pillar portion 18 extending upward. The oil damper 3 is arranged so that the expansion / contraction direction (axial direction) is directed to the horizontal direction so as to connect the first pillar portion 17 and the second pillar portion 18.

Also in the vibration control device 1C of the fourth embodiment, a plurality of (four in this case) PC steel rods 4 (PC steel material, tension material) are provided in parallel with the oil damper 3. A first fixing plate 43 is fixed to the first end portion 4a of the PC steel rod 4, and the first fixing plate 43 is housed in a housing 48 described later. The second end portion 4b of the PC steel rod 4 is fixed to the second pillar portion 18.

In the vibration control device 1C of the present embodiment, a housing 48 is provided in which one end of the PC steel rod 4 is slidably accommodated. The housing 48 is fixed to the first fixed end 3a of the oil damper 3 and is fixed to the first pillar portion 17. The housing 48 extends along the axial direction of the oil damper 3, and the first end portion 4a side of the PC steel rod 4 is inserted into the tip surface 48a. The first fixing plate 43 of the PC steel rod 4 is provided with its outer peripheral edge 43a in contact with the inner peripheral surface 48b of the housing 48, and is provided so as to be slidable along the axial direction guided by the inner peripheral surface 48b. Has been done. When a tensile force acts on the oil damper 3, the first fixing plate 43 of the PC steel rod 4 approaches the end plate 48c (corresponding to the first joint plate 24) of the housing 48 and further abuts. In normal times without receiving seismic motion, for example, assuming that the seismic isolation clearance C, which is the maximum horizontal displacement of the seismic isolation device, is 700 mm, the distance (gap G) between the end plate 48c and the first fixing plate 43 is 600 mm. Can be set to.
In the seismic isolation device 1C having such a configuration, the spring member as in the above embodiment is not provided, and the load of the oil damper 3 is applied to the PC steel by the contact between the housing 48 and the first fixing plate 43 of the PC steel rod 4. It can be transmitted to the rod 4 to prevent excessive displacement of the seismic isolation layer at the time of a maximum earthquake.

In this case, when excessive deformation occurs in the seismic isolation layer such as during a large earthquake, the rigidity of the PC steel rod 4 is added and acts as a stopper. That is, after the gap G of the PC steel rod 4 disappears, the proof stress can be added to the building frame by the proof stress of the PC steel rod 4.

(Fifth Embodiment)
Next, the vibration control device according to the fifth embodiment shown in FIG. 12 buffers instead of the spring member 44 (see FIGS. 4A to 4C) provided on the PC steel rod 4 in the first embodiment described above. It is configured to be provided with a member 50 (elastic member).
The cushioning member 50 is made of rubber and has a cylindrical rubber cylinder 51 having a through hole 51a, and a steel tubular spacer coaxially embedded inside the rubber cylinder 51 with the through hole 51a of the rubber cylinder 51. It has 52 and. The inner diameters of the through hole 51a of the rubber cylinder 51 and the inner peripheral surface 52a of the tubular spacer 52 are set to the dimensions through which the PC steel rod 4 can be inserted.

As the tubular spacer 52, a nut as shown in FIG. 12 can be adopted, but a circular steel pipe can also be used. The inner peripheral surface 52a of the tubular spacer 52 is formed with a female screw and is provided so as to be screwable to the male screw 4c of the fixing portion of the PC steel rod 4. Then, the cushioning member 50 is positioned by sandwiching the fixing plate 43 between the nut 45 and the tubular spacer 52.
The end face 51b of the rubber cylinder 51 facing the first fixing plate 43 may be adhered to the first fixing plate 43. In particular, when the tubular spacer 52 is a steel pipe and is not connected to the PC steel rod 4 by screwing as described above, the end surface 51b of the rubber cylinder 51 is adhered to the first fixing plate 43. As a result, the cushioning member 50 is positioned.
Further, the tubular spacer 52 may be integrally provided on the first fixing plate 43, and a female screw may be formed on the inner peripheral surface. In this case, by screwing the tubular spacer 52 into the male screw 4c of the fixing portion of the PC steel rod 4, the first fixing plate 43 is axially oriented on the PC steel rod 4 according to the tightening position of the tubular spacer 52. Can be positioned in a predetermined position.

Next, the operation of the vibration control device of the fifth embodiment described above will be specifically described with reference to FIGS. 13 (a) to 13 (c).
As shown in FIG. 13 (a), when the oil damper 3 which is not subjected to the seismic force is in a normal state, the axial force (in the left-right direction X1) is applied to the PC steel rod 4 by the tension force in the state where the cushioning member 50 is initially set. Force) acts. That is, the cushioning member 50 provided between the first joining plate 24 and the first fixing plate 43 is arranged in a state of being urged in a direction in which both 24 and 43 are separated from each other.
In normal times, the cushioning member 50 may be arranged in a state where the first bonding plate 24 and the cushioning member 50 are separated from each other from the beginning in a state where the cushioning member 50 is initially set.

As shown in FIG. 13B, when the oil damper 3 is extended by, for example, 50 mm at the time of an earthquake, an axial force (tensile force F1) acts on the PC steel rod 4 in the vibration control device 1, and the first joint is formed. The distance (gap G) between the plate 24 and the first fixing plate 43 is smaller than that in the normal state of FIG. 13A. Therefore, the cushioning member 50 contracts against the urging and comes into close contact with the member 50. At this time, an axial force of, for example, approximately 1500 kN acts on one PC steel rod 4.

As shown in FIG. 13 (c), when the oil damper 3 is compressed by, for example, 50 mm at the time of an earthquake, the axial force (compressive force F2) does not act on the PC steel rod 4 in the vibration control device 1, and the first The distance (gap G) between the 1-joint plate 24 and the first fixing plate 43 is larger than that in the normal state of FIG. 13 (a).

Also in the fifth embodiment, as in the first embodiment described above, when the gap G disappears, the PC steel rod 4 acts as an elasto-plastic damper, and the spring rigidity of the elasto-plastic damper is added as the layer rigidity. The yield strength of the PC steel rod 4 can be added to the building frame between the layers of the building. That is, even when a seismic motion exceeding the Lv2 seismic motion specified in the Building Standards Act notification acts on the building between the layers of the building, the maximum inter-story deformation angle can be reduced according to the set gap amount. It is possible to realize variable rigidity according to interlayer deformation. By installing the seismic control device in each layer of the building in this way, it is possible to disperse the deformation in other layers by suppressing the concentration of the deformation in the specific layer, and it is possible to make the deformation in each layer uniform.

(Sixth Embodiment)
Next, the vibration control device 1D according to the sixth embodiment will be described in detail with reference to the drawings.
As shown in FIGS. 14 and 15, the vibration control device 1D according to the sixth embodiment has a structure in which a tensile force F1 is applied to the tie rod 6 when the oil damper 3 is extended.

The seismic control device 1D includes a tie rod 6 connected between the first joint plate 24 and the second joint plate 32, and a pair of nuts screwed onto one end of the tie rod 6 on the first joint plate 24 side in the axial direction X2. 61 (61A, 61B), a pair of nuts 62 (62A, 62B) screwed to multiple ends on the second joint plate 32 side of the tie rod 6 in the axial direction X2, and a pair of nuts 61A on the first joint plate 24 side. , 61B, the rubber ring 63 (elastic member) made of rubber sandwiched and inserted between the outer nut 61A located outside the axial direction X2 and the first joint plate 24, and the rubber ring 63 are integrally provided. It is equipped with a metal ring washer 64.
A gap G is formed between the rubber ring 63 and the first joint plate 24 so that the tie rod 6 can be subjected to a tensile force F1.

The tie rod 6 is provided so that the rod length direction thereof is parallel to the expansion / contraction direction of the oil damper 3 and only the tensile force F1 is applied. That is, a plurality of tie rods 6 (four as in the above-described embodiment) are provided around the oil damper 3 so as not to be twisted outside the structure including the shear link brace 2 and the oil damper 3 during compression. It is arranged in a well-balanced manner.

The tie rod 6 is provided in place of the PC steel rod 4 (see FIG. 3) of the above-described embodiment, and both ends of the shaft portion 6a are upset to be formed to have a diameter larger than that of the shaft portion 6a. A male screw 6b is formed on the large diameter portion. The tie rod 6 has a shaft portion 6a, male threads 6b located at both ends of the shaft portion 6a in the axial direction X2, and an upset-processed tapered portion 6c located between the shaft portion 6a and the male screw 6b. ing.
The tapered portion 6c forms an inclined surface whose diameter gradually increases from the shaft portion 6a toward the male screw 6b. The tapered portion 6c is set to an inclination angle of about 1/5. In this way, the tie rod 6 is subjected to upset processing that sets the shaft diameter of the shaft portion 6a to be larger than the valley diameter of the male screw 6b, so that breakage at the shaft portion 6a is suppressed and the tie rod 6 as a whole is sufficient. Can exhibit toughness (elongation).

As shown in FIG. 14, the first joining plate 24 side of the tie rod 6 is the fixing portion, while the second joining plate 32 side is the fixing portion of the tie rod 6. The fixing portions of the tie rod 6 are fixed to both sides of the second joint plate 32 by outer nuts 62A and inner nuts 62B. Belleville springs are provided on the nuts 62A and 62B, respectively. However, the outer nut 62A may use a normal washer instead of the disc spring.
The disc spring does not necessarily have to bring the second joint plate 32 into close contact with the inner nut 62B, and even when a tensile force is generated on the tie rod 6 and the male screw 6b is plasticized and stretched, the repulsive force of the disc spring causes the nut 62A. , 62B does not loosen and the position of the outer nut 62A is maintained. Further, the through hole formed in the second joint plate 32 may be a long hole in consideration of workability when the tie rod 6 is provided.

The end portion (male screw 6b) of the tie rod 6 on the first joint plate 24 side penetrates the first joint plate 24 and the fixing portion is fixed. The fixing portions on the first joint plate 24 side are arranged in the order of the inner nut 61B, the ring washer 64 provided with the rubber ring 63, and the outer nut 61A from the center toward the male screw 6b side in the axial direction X2.

The ring washer 64 is formed in a disk shape and has a circular hole in the center through which the male screw 6b of the tie rod 6 can be inserted. A rubber ring 63 is integrally provided on the surface 64b of the ring washer 64 facing the first joint plate 24 by being fixed by adhesion.

The rubber ring 63 is formed in a disk shape having a thickness at least larger than the thickness of the inner nut 61B, and has a circular hole in the center capable of accommodating the inner nut 61B and inserting the male screw 6b of the tie rod 6. The rubber ring 63 is formed of a rubber member that is elastically deformable at least in the axial direction X2. The rubber ring 63 and the first joint plate 24 are separated from each other at an arbitrary distance (gap G) in the axial direction X2 in a normal state (initial setting state in which the oil damper 3 is not displaced).

The gap G is set to a size that allows the oil damper 3 to be displaced in the tensile direction and that the rubber ring 63 can be compressed.

In the vibration control device 1D according to the sixth embodiment, the rubber member 63 comes into close contact with the first joint plate 24 and the ring washer 64 when a tensile force F1 is generated on the tie rod 6, and comes into contact with the first joint plate 24. It is further pressed and compressed and deformed.

Further, the outer nut 61A is tightened to the male screw 6b with the ring washer 64 via a disc spring 65. By providing the disc spring 65, loosening of the outer nut 61A due to rotation caused by slight vibration or the like is prevented, and the outer nut 61A tightened when the male screw 6b is extended due to the tensile force F1 generated on the tie rod 6 during an earthquake. It can be prevented from loosening.

In the seismic control device 1D of the sixth embodiment, as shown in FIGS. 16A to 16C, when a seismic motion acts on a high-rise building during a large earthquake, the displacement of the oil damper 3 in the tensile direction is caused. It acts and eliminates the gap G provided in the tie rod 6 above the set interlayer deformation angle.
Specifically, as shown in FIG. 16B, when a tensile force F1 acts on the oil damper 3, the rubber ring 63 is displaced in a direction close to the outer surface 24f of the first joint plate 24 facing the rubber ring 63 side. To do. Further, as shown in FIG. 16C, the rubber ring 63 is compressed in the range of the gap G, and after the gap G disappears, the rubber ring 63 is passed through the ring washer 64 and the tie rod 6 via the inner nut 61B. The tensile force F1 can be transmitted to.

Then, in the sixth embodiment, by using the upset-processed tie rod 6, it is possible to suppress plasticization and breakage in the shaft portion 6a instead of the screw portion having the male screw 6b, depending on the mechanical properties of the steel material. Toughness can be ensured.
Further, since the tapered portion 6c is formed on the tie rod 6 and no step is formed, when the tensile force F1 acts on the tie rod 6, the first joining plate 24 is shown as shown in FIGS. 16B and 16C. It can be slid smoothly without being caught in the through hole 24b. That is, the slidability in the through hole 24b can be improved as compared with the case of the conventional tie rod having a step in the upset portion.

Then, when the gap G disappears, the tie rod 6 acts as an elasto-plastic damper, the spring rigidity of the elasto-plastic damper is added as the layer rigidity, and the yield strength of the tie rod 6 is added to the building frame between the layers of the building. it can.
In this way, by installing the vibration control device 1D of the present embodiment on each layer of the building, it is possible to disperse the deformation to other layers by suppressing the concentration of the deformation on the specific layer, and the deformation of each layer. Can be made uniform.

Further, in the sixth embodiment, the vibration control device 1D can be realized by a simple structure in which only the tensile force F1 can be reliably applied to the tie rod 6 and the compressive force is not applied to the tie rod 6. ..
As described above, in the vibration control device 1D according to the sixth embodiment, by reducing the maximum interlayer deformation angle, the deformation can be dispersed and made uniform without concentrating the deformation on the specific layer, and the layer collapse can be suppressed.

Next, in the first modification shown in FIGS. 17 and 18 (a) to 18 (c), the inclination angle of the tapered portion 6d of the tie rod 6 is steeper than that of the tapered portion 6c described above (here, about 1/2). It was. Further, the chamfered portion 24d having a r = 5 mm is formed on the peripheral portion of the through hole 24b of the first joint plate 24 with the surface facing the ring washer 64 (outer surface 24f). In the case of the first modification, the inclination angle is steeper than that of the loosely tapered portion 6c (see FIG. 15) having an inclination angle of about 1/5, but the chamfered portion 24d is provided. Therefore, smooth sliding of the first joint plate 24 in the through hole 24b of the tie rod 6 to which the tensile force is applied can be ensured.

Next, in the second modification shown in FIGS. 19 and 20 (a) to 20 (c), the inclination angle of the tapered portion of the tie rod 6 is even steeper than that of the tapered portion 6d according to the first modification described above (here, in this case). It is a stepped portion 6e that is about 1/1). The peripheral portion of the through hole 24b of the first joint plate 24 with the surface facing the ring washer 64 (outer surface 24f) is larger than the chamfered portion 24d (see FIG. 17) of the first modification described above and has a mortar shape. The formed hole taper portion 24e is provided. In the second modification, since the stepped portion 6e can slide smoothly along the hole tapered portion 24e, smooth sliding in the through hole 24b of the first joint plate 24 in the tie rod 6 in which a tensile force is applied to the tie rod 6 side. You can secure the movement.

(Example)
Next, an example for supporting the effect of the vibration control device 1D according to the sixth embodiment described above will be described.
In the embodiment, a test device (test body) similar to the vibration control device 1D of the sixth embodiment described above is manufactured, and the restoring force characteristics as a damper are confirmed, and the material characteristics and slidability of the tie rod are also confirmed. did.

As test bodies, one oil damper is provided, five tie rods are provided for a single monotonous test, and six are provided for an oil damper and a gap damper test.
The test method uses a force device with a gate-shaped frame, installs an oil damper, tie rods, and cushioning rubber, and applies force with a 2000 kN fatigue tester. A linear slider is installed at the bottom of the fatigue tester and damper joint to allow smooth deformation in the in-plane direction. In the linear slider, deformation was suppressed by using a separate ball seat so as not to cause locking or deformation in the out-of-plane direction. The measurement contents of the test are the force and displacement of the fatigue tester, the displacement of the damper, and the strain.

The test was a monotonous tensile test and a gradual increase repeated test. In the monotonous tensile test, the toughness performance was confirmed and the basic performance of this test equipment (test piece) was confirmed. In the gradual increase repetition test, the gradual increase displacement amplitude was repeatedly loaded, and each amplitude was repeated twice. FIG. 21 shows the loading amplitude used for the gradual increase repeated force, and shows the relationship between the time (sec) and the amplitude (mm).

As a result of the test of this example, the relationship between the load (kN) and the deformation (mm) shown in FIGS. 22 (a) and 22 (b) was obtained.
As shown in FIG. 22A, a single test piece of a tie rod having a shaft diameter of φ25 mm (SS400) provided with a rubber ring has an assumed load (about 150 kN) and sufficient elongation performance for a maximum deformation of about 80 mm. It was confirmed that (about 4.2%) was exhibited. In addition, as a result of conducting a fracture test on the unit test piece, it was confirmed that due to the effect of the upset processing, the fracture occurred at the central base material (shaft) prior to the male thread at the end.
Further, in the single tie rod with a shaft diameter of φ42 mm (NHT740), a steep taper portion is formed at the end of the tie rod, and a through hole of the plate (corresponding to the first joint plate 24 of the above-described embodiment) is formed. The one having a chamfered portion formed was used. As a result of carrying out this gradual increase repetition test, as shown in FIG. 22 (b), it was confirmed that by smoothly sliding the stepped portion by the upset processing, this sliding is repeated to obtain a stable history loop. It was. In addition, it was confirmed that the assumed yield load per one was 870 kN or more.

In this example, after the test, the looseness of the ring washer provided with the nut and the rubber ring at the end of the tie rod was visually confirmed, and it was confirmed that no particular loosening occurred when the disc spring was added.

As a result of conducting the test according to this example, the following effects were confirmed. First, the toughness of the tie rod was secured by the upset processing. Further, by providing the tie rod with a tapered portion, the slidability of the tie rod can be ensured. Further, the disc spring provided at the end on the fixing portion side where the gap is formed in the tie rod can prevent the ring washer provided with the rubber ring from loosening. In addition, it was confirmed that loosening due to elongation due to plasticization of the male threaded portion at the fixed end of the tie rod by the disc spring can be prevented. Furthermore, we were able to confirm the expected restoring force characteristics and elongation performance of the damper.

Although the embodiment of the vibration control device according to the present invention has been described above, the present invention is not limited to the above-described embodiment and can be appropriately modified without departing from the spirit of the present invention.

For example, in the first embodiment, the shear link brace 2 (seismic brace) is provided in the frame 13, but the seismic brace may not be provided in the frame 13 as in the third embodiment.

Further, in the present embodiment, the PC steel rod 4 (PC steel material) is used as the tension material, but it is also possible to use a tie rod instead of the PC steel material.

Further, in the present embodiment, the guide cylinder 46 through which the PC steel rod 4 is inserted is provided, but the guide cylinder 46 can be omitted.
Further, although the gap G of the present embodiment is provided only in the first fixing portion 41 of the PC steel rod 4, it may be provided in at least one of the first fixing portion 41 and the second fixing portion 42. ..

In this embodiment, the PC steel rod 4 is adopted, but a PC steel material such as a PC steel wire may be used.

In addition, it is possible to replace the components in the above-described embodiment with well-known components as appropriate without departing from the spirit of the present invention.

1, 1A, 1B, 1C, 1D damping device 2 Shearing brace (vibration damping brace)
3 Oil damper (vibration control damper)
3a 1st fixed end 3b 2nd fixed end 4 PC steel rod (PC steel, tension material)
4a 1st end 4b 2nd end 6 Tie rod 6a Shaft 6b Male screw 6c, 6d Tapered part 6e Step part 10 High-rise building (building)
11 Column 12 Beam 13 Frame 21 Brace material 24, 24A 1st joint plate 32, 32A 2nd joint plate 41 1st fixing part 42 2nd fixing part 43 1st fixing plate 44, 44A, 44B Spring member (elastic member)
46, 46A Guide cylinder 47 2nd fixing plate 48 Housing 49 3rd fixing plate 50 Cushioning member (elastic member)
51 Rubber cylinder 52 Cylindrical spacer 61, 62 Nut 63 Rubber ring (elastic member)
64 Ring washer X1 Left-right direction

Claims (6)

It is a vibration control device placed between the layers of the building.
The vibration control damper connected to the building frame and
A tension material made of PC steel or tie rods provided in parallel with the vibration damping damper,
With
The fixing portion of the tension material has a gap that allows displacement of the vibration damping damper in the tension direction.
The tension member is a vibration control device characterized in that it functions as an elasto-plastic damper in a state where a tensile force is applied. The layer of the building has a seismic control layer in which seismic braces are arranged in a frame surrounded by columns and beams.
The seismic control device according to claim 1, wherein the seismic control damper is connected between the seismic brace and the frame. The layer of the building has a seismic isolation layer on which a seismic isolation device is arranged.
The seismic control device according to claim 1 or 2, wherein the seismic control damper is connected between the skeletons constituting the seismic isolation layer. The vibration control device according to any one of claims 1 to 3, wherein the tension material is subjected to only a tensile force. The fixing part is
A joining plate fixed to at least one end of the damping damper,
A fixing plate that is fixed with the tension material inserted into the through hole formed in the joint plate, and
An elastic member provided between the joining plate and the fixing plate,
With
The distance between the joining plate and the fixing plate is set to a size that allows the elastic member to be displaced in the tensile direction in the vibration damping damper and that the elastic member can be compressed. The vibration control device according to any one item. The vibration control device according to any one of claims 1 to 5, wherein a guide cylinder through which the tension material is inserted is provided.

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