JP7409950B2 - Vibration control device - Google Patents

Description

TECHNICAL FIELD The present invention relates to a seismic damping device constructed from high-rise buildings to low-rise buildings.

In recent years, large earthquakes with a seismic intensity of 7 have occurred across Japan. If these large earthquakes occur in urban areas, more serious damage to building structures is expected than ever before. On the other hand, current countermeasures against large earthquakes include the installation of seismic dampers and other seismic control devices between the layers of houses and high-rise buildings over 100 meters in height, which convert building shaking into thermal energy and absorb it. The mainstream is to use an installed vibration damping structure (for example, see Patent Document 1). This makes it possible to ensure seismic resistance against the earthquakes envisioned by the designer.

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 when seismic motion that exceeds the input assumed in the design acts, the structural frame is damaged. Serious damage may occur.
In addition, designs that aim to improve the energy absorption efficiency of dampers by making certain layers soft (for example, concentrated damping structures and soft first story damping structures) are highly effective against anticipated earthquakes. expensive. However, in the event of an earthquake that exceeds expectations, the soft layer could deform excessively, leading to layer collapse, a fragile form of failure starting from the soft layer.

The present invention was made in view of the above-mentioned problems, and by reducing the maximum interlayer deformation angle, deformation can be dispersed and made uniform without concentrating on a specific layer, and layer collapse can be suppressed. The purpose is to provide a vibration damping device that can

In order to achieve the above object, a vibration control device according to the present invention is a vibration control device disposed between layers of a building, and includes a vibration control damper connected to the building frame and a vibration control damper connected in parallel with the vibration control damper. a tensile member made of a prestressed steel material or a tie rod, the fixing portion of the prestressed steel material has a gap that allows displacement of the seismic damper in the tensile direction; It is characterized by functioning as an elasto-plastic damper when activated.

In the present invention, when seismic motion acts on a building during a major earthquake, displacement of the seismic damper in the tensile direction acts, and the gap provided in the tensile material made of prestressed steel or tie rod disappears at a set interstory deformation angle or more. . Then, when the gap disappears, the tensile material acts as an elastoplastic damper, and the spring stiffness of the elastoplastic damper is added as layer stiffness, making it possible to add the proof stress of the tensile material to the building frame between the building layers. . That is, between the floors of a building, the maximum inter-story deformation angle can be reduced according to the amount of gap, and variable rigidity can be realized according to the inter-story deformation. In this way, by installing the vibration damping device of the present invention on each layer of a building, it is possible to prevent deformation from concentrating on a specific layer and disperse it to other layers, making the deformation of each layer uniform. can be converted into

In addition, in the present invention, by allowing the tensile material to become plastic based on the yield load value set for the elastic-plastic damper, it is possible to limit the force generated in the columns and beams of the building frame, and to prevent excessive stress on the columns and beams. Damage caused by strong reaction forces can be prevented.
Furthermore, in the present invention, the tensile material is provided in parallel with the seismic damper, so the installation space is small, and it can be installed in addition to, for example, an existing shear link type seismic brace by simply reinforcing the connection part. This makes it suitable for seismic retrofitting of existing buildings, and can be achieved through simple construction at low cost.

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

In this case, by allowing the tensile material to plasticize, it is possible to limit the upper limit of the axial force that the seismic brace bears, thereby preventing major damage to the columns and beams. . In other words, after the gap between the tension members disappears, it is possible to add proof stress to the frame by the proof stress of the tension members, and it is possible to add the rigidity equivalent to the seismic brace. That is, in the present invention, the series spring stiffness of the seismic brace and the elastic-plastic damper (tensile member) can be added to the layer stiffness.

Further, in the seismic control device according to the present invention, the layer of the building has a seismic isolation layer in which a seismic isolation device is disposed, and the seismic damper is connected between the frames forming the seismic isolation layer. It may also be characterized by the fact that

In this case, when excessive deformation occurs in the seismic isolation layer, such as during a major earthquake, the rigidity of the tensile material made of PC steel or tie rods is added and acts as a stopper. In other words, after the gap between the tensile materials disappears, it is possible to add proof stress to the building frame by the amount of proof stress of the tensile materials.

Furthermore, the vibration damping device according to the present invention may be characterized in that only a tensile force is applied to the tensile member.

In this case, it is possible to reliably apply only a tensile force to the tensile material, and realize a vibration damping device with a simple structure in which no compressive force is applied to the tensile material.

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

In this case, when a tensile force acts on the vibration control damper and the joint plate is displaced in the direction closer to the anchoring plate of the tensile material, the spring member is compressed within the gap, and the elastic member pulls the tension member through the anchoring plate. A tensile force can be applied to the material.
Then, when the elastic member is completely compressed, there is no gap, and the tensile member acts as an elastoplastic damper. In other words, the spring stiffness of the elastoplastic damper is added as layer stiffness, and the proof stress of the tensile material can be added to the building frame between the building layers.

Further, the vibration damping device according to the present invention may be characterized by being provided with a guide tube through which the tensile material is inserted.

In this case, when a compressive force is applied to the tension member, the tension member 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 interstory deformation angle, deformation can be dispersed and made uniform without being concentrated on a specific layer, and layer collapse can be suppressed.

1 is a side view showing a high-rise building equipped with a vibration control device according to a first embodiment of the present invention. FIG. 2 is a side view showing the configuration of a shear link brace and a vibration control device provided in the frame of the high-rise building shown in FIG. 1. FIG. FIG. 3 is a cross-sectional view taken along the line AA shown in FIG. 2, and is a view of the damping device viewed from above. FIG. 2 is a side view of a main part for explaining the operation of the vibration damping device, in which (a) is a diagram of the oil damper in normal state, (b) is a diagram of the oil damper in tension, and (c) is a diagram of compression in the oil damper. It is a diagram of the time. FIG. 3 is a diagram showing an element model of a shear link brace and a vibration damping device. FIG. 3 is a diagram showing the relationship between interlayer deformation and layer shear force, and shows restoring force characteristics in a normal layer. FIG. 3 is a diagram showing the relationship between interstory deformation and story shear force, and shows the restoring force characteristics of the seismic damping device of this embodiment. FIG. 3 is a diagram showing the relationship between the layers of a high-rise building and the response interstory deformation angle in response to a major earthquake. FIG. 7 is a top view showing the configuration of a vibration control device according to a second embodiment of the present invention. It is a side view which shows a part of frame of the high-rise building in which the vibration control device by 3rd Embodiment of this invention was constructed. It is a side view which shows the structure in which the vibration control device by 4th Embodiment of this invention was installed in the seismic isolation layer. It is a sectional side view which shows the principal part of the vibration control device by 5th Embodiment of this invention. 13 is a side view of a main part for explaining the operation of the damping device shown in FIG. 12, (a) is a diagram of the oil damper in normal state, (b) is a diagram of the oil damper in tension, and (c) is a diagram of the oil damper in tension. 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 6th Embodiment of this invention. FIG. 15 is an enlarged view of the main parts of the fixing section of the vibration damping device shown in FIG. 14; (a) to (c) are side views for explaining the operation of the tie rod of the vibration damping device shown in FIG. 14. FIG. 7 is an enlarged view of a main part of a fixing section of a vibration damping device according to a first modification. (a) to (c) are side views for explaining the operation of the tie rod of the vibration damping device shown in FIG. 17. FIG. 7 is an enlarged view of the main parts of the fixing section of the vibration damping device according to a second modification. (a) to (c) are side views for explaining the operation of the tie rod of the vibration control device shown in FIG. 19. It is a figure showing the loading amplitude used for the gradual increase repetition application in the gradual increase repetition test by an example. FIG. 3 is a diagram showing the results of a force test according to an example, in which (a) is a diagram of a single specimen with a shaft diameter of 25 mm, and (b) is a diagram of a single specimen with a shaft diameter of 42 mm.

Hereinafter, a vibration control device according to an embodiment of the present invention will be described based on the drawings.

(First embodiment)
As shown in FIG. 1, the vibration damping device 1 of the present embodiment has multiple layers (in FIG. 1, 2 layer), and is provided between each layer. As shown in FIG. 2, the vibration control device 1 is an elastoplastic damper with a gap, in which a PC steel rod 4 (PC steel material, tensile material) is provided in parallel with an oil damper 3 (vibration control damper) that connects the layers. .
Here, in the high-rise building 10, the entire plurality of consecutive floors above the soft floor section 10A is referred to as an upper section 10B. Only earthquake-resistant braces are arranged in the central part (core part) between each layer of the upper part 10B.

The soft layer section 10A of the high-rise building 10 is made into a soft layer so that the horizontal rigidity is smaller than that of the upper layer section 10B.
The vibration control device 1 includes an oil damper 3 that suppresses deformation when the amount of deformation of the soft layer portion 10A exceeds a predetermined value, so that deformation is concentrated in the soft layer portion 10A and external forces exceeding expectations are prevented. The structure is designed to prevent brittle damage.

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

The shear link brace 2 includes a pair of brace members 21, 21 that form a V-shape in side view, and is fixed to the center of the lower beam 12 in the width direction, and the lower ends 21b, 21b of the brace members 21, 21 are joined to each other. The support pedestal 22 supports the joint portion 21c.

Each brace member 21 is formed of H-beam steel and is inclined at an angle of approximately 45° with respect to the column 11 and beam 12 when viewed from the side. Each brace member 21 has an upper end 21a joined to a connection plate 23 provided at the upper corner portion 10a of the frame 13 by bolt fastening, and a lower end 21b of each brace member 21 in the length direction (horizontal direction X1) of the beam 12 on the lower side of the frame 13. It is joined to the center via a support frame 22.

As shown in FIGS. 2 and 3, the support pedestal 22 is formed of H-beam steel, and has a brace joint 221 where the lower ends 21b of the pair of brace members 21 and 21 are joined, and a brace joint 221 between the left and right sides of the upper plate 12a of the beam 12. A slide support part 222 that supports the brace joint part 221 slidably in the left-right direction X1 with respect to the beam 12 in the center part in the direction X1, and a protrusion extending in the left-right direction X1 from each of the left and right ends of the brace joint part 231. 223.

The slide support section 222 includes a guide section 224 that is provided on the lower surface of the brace joint section 221 and extends along the left-right direction X1, and a guide section 225 that is fixed to the beam 12 and supported so as to be movable along the guide section 224. , is equipped with. That is, in the support frame 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 during an earthquake.

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

As shown in FIG. 2, the vibration control device 1 includes an oil damper 3 connected between a shear link brace 2 and a column 11, and a plurality of PC steel rods 4 provided in parallel with the oil damper 3. ing.
The damping device 1 is configured to function as an elastoplastic damper in a state where the PC steel rod 4 is subjected to a tensile force F1 (see FIG. 4(b)).

As shown in FIGS. 2 and 3, the oil damper 3 is arranged with its expansion and contraction direction (axial direction) facing the left-right direction X1. The first fixed end 3a of the oil damper 3 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 fixed to the inner surface 11a of the column 11. It is fixed via a fixing member 31. A second joint plate 32 is provided at the end of the fixing member 31 on the oil damper 3 side.

A second fixed end 3b of the oil damper 3 is fixed to the center of the second joint plate 32. A through hole (not shown) through which the other second end 4b of the PC steel bar 4 is inserted and fixed is formed at a position on the outer peripheral side of the part of the second joint plate 32 where the oil damper 3 is arranged. 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 (horizontal direction X1) of the oil damper 3, and is provided so that only tensile force is applied thereto. In other words, a plurality of PC steel rods (four in this case) are arranged in a well-balanced manner around the oil damper 3 so that the PC steel rods 4 do not twist out of the structural plane that includes the shear link brace 2 and the oil damper 3 when a force is applied. It is located. Here, in the side view shown in FIG. 2 and the top view shown in FIG. 3, a total of four PC steel rods 4 are provided symmetrically with the oil damper 3 in between.

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

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

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

As the spring member 44, a coil spring, a disc spring, or the like is used. As shown in FIG. 4(a), the spring member 44 is activated during the initial stage when tension is generated between the first joining plate 24 and the first fixing plate 43 to such an extent that the PC steel bar 4 does not deflect under normal conditions. It is provided as a setting state.

Further, the PC steel bar 4 is provided with a guide tube 46 for preventing buckling, which covers a part of the PC steel bar 4 in the length direction, and is inserted through the PC steel bar 4 . By providing the guide tube 46 in this way, when compressive force is applied to the PC steel rod 4 (see FIG. 4(c)), the PC steel rod 4 is restrained by the guide tube 46, thereby preventing buckling. can do. That is, by providing the guide tube 46, when the oil damper 3 expands and contracts, the PC steel rod 4 can smoothly expand and contract with respect to the first joint plate 24.

As shown in FIGS. 2 and 3, the second fixing section 42 includes the above-described second joining plate 32 fixed to the second fixed end 3b of the oil damper 3, and a through hole formed in the second joining plate 32. A second fixing plate 47 is fixed by screwing a nut 45 into the PC steel rod 4 inserted thereinto.

FIG. 5 shows an analytical model of the shear link brace 2 and the damping device 1 in this embodiment described above.
In FIG. 5, the symbol kb is the rigidity of the shear link brace 2, kg is the rigidity (nonlinear) of the PC steel bar 4, and gap is the displacement of the gap G until the spring member 44 is completely compressed (close contact). , cd is the viscous damping coefficient of the oil damper 3. The shear link brace 2 (kb) and the damping device 1 are arranged in series, and in the damping device 1, kg and gap are arranged in series, and kg, gap, and cd are arranged in parallel.

It also absorbs energy at the same time, like a normal elastoplastic damper that depends on deformation. In other words, this forms a kind of variable rigidity frame system, which acts to suppress excessive deformation. Therefore, the vibration damping device 1 suppresses the concentration of deformation in the soft layer 10A of the high-rise building 10 shown in FIG. It becomes possible to form a high frame.

Next, the operation of the vibration control device 1 will be specifically explained using FIGS. 4(a) to 4(c).
As shown in FIG. 4(a), under normal conditions, the oil damper 3, which is not subjected to seismic force, applies an axial force (in the left-right direction force) acts. That is, the spring member 44 provided between the first bonding plate 24 and the first fixing plate 43 is arranged in a state in which both the first joining plate 24 and the first fixing plate 43 are biased in the direction of separating them.

As shown in FIG. 4(b), when the oil damper 3 expands, for example, by 50 mm during 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 The distance (gap G) between the plate 24 and the first fixing plate 43 is smaller than that in the normal state shown in FIG. 4(a). Therefore, the spring member 44 is compressed against the force and becomes in close contact. At this time, an axial force of approximately 1500 kN acts on one PC steel rod 4, for example.

As shown in FIG. 4(c), when the oil damper 3 is compressed by, for example, 50 mm during an earthquake, no axial force (compressive force F2) is applied to the PC steel rod 4 in the damping device 1. The distance (gap G) between the first joining plate 24 and the first fixing plate 43 is larger than that in the normal state shown in FIG. 4(a).

Next, specific actions and effects of the vibration damping device 1 according to the present embodiment will be described based on examples.
Figure 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 is installed, with the gap G (interlayer deformation x) set to 50 mm. 6 and 7 are diagrams showing the relationship between interlayer deformation x (mm) on the horizontal axis and layer shear force y (kN) on the vertical axis. FIG. 6 shows a case of only the shear link brace 2 without the damping device 1 of this embodiment, where the dotted line shows the restoring force characteristics during normal times and the solid line shows the restoring force characteristics during an earthquake. FIG. 7 shows a case equipped with the vibration damping device 1 and the shear link brace 2 of this embodiment, where 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. 6. It shows.

In this embodiment, when four PC steel rods 4 are installed in parallel to the oil damper 3, the additional yield strength and additional rigidity are as follows. Note that, here, the rigidity of the shear link brace 2 is not considered as rigid.
Assuming that the yield strength of each PC steel bar 4 is 1500 kN and its history characteristics are completely bilinear, the additional yield strength will be 6000 kN (=1500 kN x 4 bars). At this time, the equivalent stiffness ke (see FIGS. 6 and 7) of the layer at interlayer deformation x when a certain excessive deformation occurs can be expressed by equation (1). Then, the equivalent stiffness ke' when the damping device 1 of the present embodiment is installed is expressed by equation (2), and from equation (2), the ratio of ke'/ke is determined by equation (3). As a result, it can be considered that the equivalent stiffness has increased by the ratio of equation (3).
Therefore, by using this embodiment, it is possible to configure a variable stiffness system in which the stiffness of the layer changes significantly depending on displacement.

Next, FIG. 8 shows the results of a simulation using time history response analysis of the effect when this embodiment is applied to a high-rise building made of steel with a height of about 100 m. The horizontal axis shown in FIG. 8 shows the interlayer deformation angle, and the vertical axis shows the layers. In the simulation, the case of this embodiment is assumed to have a damper with a gap, and the case of the comparative example is assumed to be a case without a damper with a gap.

The analysis model was an equivalent bending and shear mass point system. In the simulation, shaking was simulated to simulate a major earthquake equivalent to a magnitude 7 earthquake.
As a result of the simulation, in the case where a damper with a gap is not installed, deformation is concentrated in the lower layer part, resulting in an interlayer deformation angle of 1/59 at maximum. On the other hand, when a damper with a gap was installed, the interlayer deformation angle could be reduced to 1/79, and the effects of suppressing deformation in a specific layer and making deformation uniform in each layer could be confirmed.

Next, the operation of the vibration control device 1 will be explained in detail based on the drawings.
In the vibration control device 1 of this embodiment, as shown in FIGS. 4(a) and 4(b), when seismic motion acts on the high-rise building 10 shown in FIG. 1 during a large earthquake, the oil damper 3 is The gap G provided in the PC steel rod 4 disappears when the interlayer deformation angle is equal to or larger than the set interlayer deformation angle. Specifically, as shown in FIG. 4(b), the spring member 44 is completely in close contact with each other, and the spring member cannot be compressed. That is, in this embodiment, when a tensile force acts on the oil damper 3 and the first joining plate 24 is displaced in a direction approaching the first fixing plate 43 of the PC steel bar 4, the spring member 44 is released within 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 elastoplastic damper, and the spring stiffness of the elastoplastic damper is added as layer rigidity, and the proof stress of the PC steel rod 4 is applied to the building frame between the building layers. can be added. In other words, even if an earthquake that exceeds the Lv2 seismic motion specified in the Building Standards Act is applied between the floors of a building, the maximum inter-story deformation angle can be reduced according to the set gap amount. It is possible to realize variable stiffness according to interlayer deformation.
In this way, by installing the seismic damping device 1 of this embodiment on each layer of a building, deformation can be dispersed to other layers by suppressing deformation from concentrating on a specific layer, and the deformation of each layer can be suppressed. can be equalized.

Furthermore, in this embodiment, by allowing plasticization of the PC steel rod 4 according to the yield load value set in the elastic-plastic damper, it is possible to limit the force generated in the columns and beams of the building frame. etc. can be prevented from being damaged due to excessive reaction force.
Furthermore, in this embodiment, the PC steel rod 4 is installed in parallel with the vibration control damper, so the installation space is small, and it can be added to the shear link brace 2 like this embodiment, for example, by simply reinforcing the connection part. Since the system can be installed at low cost, it is also suitable for seismic retrofitting of existing buildings, and can be achieved with simple construction at low cost.

In addition, in the vibration damping device 1 of this embodiment, by allowing plasticization of the PC steel rod 4, the upper limit of the axial force borne by the shear link brace 2 can be limited. can prevent major damage in advance. In other words, after the gap G between the PC steel bars 4 disappears, a proof stress corresponding to the proof stress of the PC steel bars 4 can be added to the frame 13, and a rigidity equivalent to that of the shear link brace can be added. That is, in this embodiment, the series spring stiffness of the shear link brace 2 and the elastic-plastic damper (oil damper 3 and PC steel rod 4) can be added to the layer stiffness.

Furthermore, in this embodiment, the vibration control device 1 can be realized with a simple structure in which only a tensile force can be reliably applied to the PC steel rod 4 and no compressive force can be applied to the PC steel rod 4. can.

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

Next, a vibration damping device according to another embodiment will be described. Note that components having the same functions as those of the first embodiment described above are denoted by the same reference numerals, and detailed explanations thereof will be omitted since the explanations will be repeated.

(Second embodiment)
Next, a vibration damping device 1A according to a second embodiment will be described in detail based on FIG. 9.
The damping 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, the vibration damping device 1A provides a first spring member 44A and a second spring member 44B on both side surfaces 24a and 24c of the first joint plate 24, and provides a gap G, thereby suppressing both the tensile force F1 and the compressive force F2. can be made to work.

A third fixing plate 49 is fixed to the second joining plate 32 side of the first joining plate 24 at a predetermined position in the length direction of the PC steel bar 4 via a second spring member 44B. The first spring member 44A is provided in an initial setting state in which a tension force is generated between the first joint plate 24 and the first fixing plate 43 to such an extent that the PC steel bar 4 does not deflect under normal conditions. The second spring member 44B is provided in an initial setting state in which a tension force is generated between the first joint plate 24 and the third fixing plate 49 to such an extent that the PC steel rod 4 does not deflect under normal conditions.

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

(Third embodiment)
Next, a vibration control device 1B according to a third embodiment shown in FIG. 10 has a configuration in which a PC steel rod 4 is provided in a brace type damper installed between layers.
The oil damper 3 of this embodiment is directly connected to the pillars 11 and upper beams 12 of the frame 13. The first fixed end 3a of the oil damper 3 is provided with a gusset plate 33 having 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 a 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 column 11 and the beam 12 via the second fixing member 35.

The gusset plates 33 protrude outward from positions on the first fixed end 3a side of the oil damper 3 that are spaced at 45 degrees in the circumferential direction when viewed from the axial direction. A first joint plate 24A through which the oil damper 3 penetrates is provided at the tip of the gusset plate 33 facing the second fixed end 3b. A plurality of (here, four) through holes are formed in the first joint plate 24A, and with the PC steel rod 4 inserted into the through holes, the spring member 44 is inserted on the upper surface 24c side of the first joint plate 24A. A first fixing plate 43 is provided therebetween. The first fixing plate 43 is fixed by screwing a nut 45 onto the PC steel rod 4 above the first fixing plate 43 . A spring member 44 to which tension is applied during normal times is arranged between the first joining plate 24A and the first fixing plate 43.

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

(Fourth embodiment)
Next, a seismic damping device 1C according to the fourth embodiment shown in FIG. 10 is an example provided in a building having a seismic isolation layer 14 on which a seismic isolation device (not shown) is arranged. That is, the oil damper 3 is connected between the building blocks (the bottom plate 15 and the ceiling wall 16) that constitute the base isolation layer 14. The ceiling wall 16 is provided with a first column portion 17 that extends downward. The bottom plate 15 is provided with a second pillar portion 18 that extends upward. The oil damper 3 is arranged with its expansion/contraction direction (axial direction) facing the horizontal direction so as to connect the first column part 17 and the second column part 18.

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

The damping device 1C of this embodiment is provided with a housing 48 that slidably accommodates one end of the PC steel rod 4. The housing 48 is fixed to the first fixed end 3 a of the oil damper 3 and is also fixed to the first column part 17 . The housing 48 extends along the axial direction of the oil damper 3, and the first end 4a side of the PC steel rod 4 is inserted into the tip end surface 48a. The first fixing plate 43 of the PC steel bar 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 while being guided by the inner peripheral surface 48b. It is being When a tensile force is applied to the oil damper 3, the first fixing plate 43 of the PC steel rod 4 approaches and further contacts the end plate 48c (corresponding to the first joining plate 24) of the housing 48. In normal times when there is no earthquake 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 damping device 1C having such a configuration, a spring member as in the above embodiment is not provided, and the load of the oil damper 3 is transferred to the PC steel by contact between the housing 48 and the first fixing plate 43 of the PC steel bar 4. The vibration is transmitted to the rod 4, and excessive displacement of the seismic isolation layer can be prevented in the event of an extremely large earthquake.

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

(Fifth embodiment)
Next, the vibration damping device according to the fifth embodiment shown in FIG. This configuration includes a member 50 (elastic member).
The buffer member 50 includes a cylindrical rubber tube 51 made of rubber and having a through hole 51a, and a steel cylindrical spacer buried inside the rubber tube 51 coaxially with the through hole 51a of the rubber tube 51. 52. The inner diameters of the through hole 51a of the rubber cylinder 51 and the inner circumferential surface 52a of the cylindrical spacer 52 are set to dimensions that allow the PC steel rod 4 to be inserted therethrough.

As the cylindrical spacer 52, a nut as shown in FIG. 12 can be used, but a circular steel pipe can also be used. The inner circumferential surface 52a of the cylindrical spacer 52 is formed with a female thread, and is provided so as to be able to be screwed into the male thread 4c of the fixing portion of the PC steel bar 4. The buffer member 50 is positioned by sandwiching the fixing plate 43 between the nut 45 and the cylindrical spacer 52.
Note that the end surface 51b of the rubber cylinder 51 facing the first fixing plate 43 may be adhered to the first fixing plate 43. In particular, as described above, when the cylindrical spacer 52 is a steel pipe and is not connected to the PC steel rod 4 by screwing, the end surface 51b of the rubber cylinder 51 is bonded to the first fixing plate 43. The buffer member 50 is thereby positioned.
Further, the cylindrical spacer 52 may be provided integrally with the first fixing plate 43, and may have a female thread formed on its inner peripheral surface. In this case, by screwing the cylindrical spacer 52 into the male screw 4c of the fixing part of the PC steel bar 4, the first fixing plate 43 is fixed in the axial direction of the PC steel bar 4 according to the tightening position of the cylindrical spacer 52. can be positioned at a predetermined position.

Next, the operation of the vibration control device of the fifth embodiment described above will be specifically explained using FIGS. 13(a) to 13(c).
As shown in FIG. 13(a), under normal conditions, the oil damper 3, which is not subjected to seismic force, applies an axial force (in the left-right direction force) acts. That is, the buffer member 50 provided between the first bonding plate 24 and the first fixing plate 43 is arranged in a state where both the first bonding plate 24 and the first fixing plate 43 are biased in the direction of separating them.
Note that during normal times, the first bonding plate 24 and the buffer member 50 may be placed apart from each other from the beginning with the buffer member 50 initially set.

As shown in FIG. 13(b), when the oil damper 3 expands by, for example, 50 mm during 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 The distance (gap G) between the plate 24 and the first fixing plate 43 is smaller than that in the normal state shown in FIG. 13(a). Therefore, the buffer member 50 is compressed against the force and becomes in close contact with the other member. At this time, an axial force of approximately 1500 kN acts on one PC steel rod 4, for example.

As shown in FIG. 13(c), when the oil damper 3 is compressed by, for example, 50 mm during an earthquake, no axial force (compressive force F2) is applied to the PC steel rod 4 in the damping device 1. The distance (gap G) between the first joining plate 24 and the first fixing plate 43 is larger than that in the normal state shown in FIG. 13(a).

In the fifth embodiment, similarly to the first embodiment described above, when the gap G disappears, the PC steel rod 4 acts as an elastoplastic damper, and the spring stiffness of the elastoplastic damper is added as layer stiffness, The strength of the PC steel rods 4 can be added to the building frame between the building layers. In other words, even if an earthquake that exceeds the Lv2 seismic motion specified in the Building Standards Act is applied between the floors of a building, the maximum inter-story deformation angle can be reduced according to the set gap amount. It is possible to realize variable stiffness according to interlayer deformation. In this way, by installing vibration damping devices on each floor of a building, it is possible to prevent deformation from concentrating on a specific layer, thereby distributing the deformation to other layers, and making the deformation of each layer uniform.

(Sixth embodiment)
Next, a vibration damping device 1D according to a sixth embodiment will be described in detail based on the drawings.
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, as shown in FIGS. 14 and 15.

The vibration 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 onto the other end of the tie rod 6 on the second joint plate 32 side in the axial direction X2, and a pair of nuts 61A on the first joint plate 24 side. , 61B, a rubber ring 63 (elastic member) made of rubber is sandwiched and inserted between the outer nut 61A located on the outer side in the axial direction X2 and the first joint plate 24, and the rubber ring 63 is integrally provided with the A metal ring washer 64 is provided.
A gap G is formed between the rubber ring 63 and the first joining plate 24, so that a tensile force F1 can be applied to the tie rod 6.

The tie rod 6 is provided with its rod length direction parallel to the direction of expansion and contraction of the oil damper 3, and is provided so that only the tensile force F1 is applied thereto. In other words, a plurality of tie rods 6 (four as in the embodiment described above) are arranged around the oil damper 3 so that the tie rods 6 do not twist out of the structural plane that includes the shear link brace 2 and the oil damper 3 during compression. Well-balanced layout.

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

As shown in FIG. 14, the first joint plate 24 side of the tie rod 6 is a fixing part, whereas the second joint plate 32 side is a fixing part of the tie rod 6. The fixing portion of the tie rod 6 is fixed to both sides of the second joint plate 32 by an outer nut 62A and an inner nut 62B. Each nut 62A, 62B is provided with a disc spring. However, a normal washer may be used for the outer nut 62A instead of the disc spring.
Note that the disc spring does not necessarily need to bring the second joint plate 32 and the inner nut 62B into close contact with each other, and even if a tensile force is generated in the tie rod 6 and the male screw 6b becomes plastic and stretches, the repulsive force of the disc spring will cause the nut 62A to close. , 62B do not loosen and the position of the outer nut 62A is maintained. Furthermore, the through holes formed in the second joint plate 32 may be elongated holes in consideration of workability when providing the tie rods 6.

An end portion (external thread 6b) of the tie rod 6 on the first joint plate 24 side passes through the first joint plate 24 and has a fixing portion fixed thereto. The fixing portion on the first joint plate 24 side includes an inner nut 61B, a ring washer 64 with a rubber ring 63, and an outer nut 61A arranged in this order from the center toward the male thread 6b side in the axial direction X2.

The ring washer 64 is formed into a disk shape and has a circular hole in the center through which the male thread 6b of the tie rod 6 can be inserted. A rubber ring 63 is integrally fixed to a surface 64b of the ring washer 64 facing the first joining plate 24 by adhesive.

The rubber ring 63 is formed into a disk shape with a thickness greater than at least the thickness of the inner nut 61B, and has a circular hole in the center in which the inner nut 61B can be accommodated and the male thread 6b of the tie rod 6 can be inserted therethrough. The rubber ring 63 is formed from a rubber member that is elastically deformable at least in the axial direction X2. The rubber ring 63 and the first joining plate 24 are separated by an arbitrary distance (gap G) in the axial direction X2 in a normal state (initial setting state in which no displacement occurs in the oil damper 3).

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

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

Further, the outer nut 61A is tightened onto the male thread 6b via a disc spring 65 between the outer nut 61A and the ring washer 64. By providing the disc spring 65, the outer nut 61A is prevented from loosening due to co-rotation caused by slight vibrations, etc., and when the tensile force F1 is generated in the tie rod 6 during an earthquake and the male screw 6b is stretched, the outer nut 61A is tightened. It can prevent it from coming loose.

In the vibration control device 1D of the sixth embodiment, as shown in FIGS. 16(a) to 16(c), when seismic motion acts on a high-rise building during a major earthquake, the displacement of the oil damper 3 in the tensile direction is As a result, the gap G provided in the tie rod 6 disappears when the interlayer deformation angle is equal to or greater than the set interlayer deformation angle.
Specifically, as shown in FIG. 16(b), when the tensile force F1 acts on the oil damper 3, the rubber ring 63 is displaced in a direction approaching the outer surface 24f of the first joint plate 24 facing the rubber ring 63 side. do. Furthermore, as shown in FIG. 16(c), the rubber ring 63 is compressed in the range of the gap G, and after the gap G disappears, the rubber ring 63 passes through the ring washer 64, and then the tie rod 63 passes through the inner nut 61B. The tensile force F1 can be transmitted to.

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 rather than the threaded portion having the male thread 6b, and it is possible to suppress plasticization and breakage in the shaft portion 6a, depending on the mechanical properties of the steel material. The toughness can be ensured.
In addition, since the tie rod 6 has a tapered portion 6c and no step is formed, when the tensile force F1 is applied to the tie rod 6, the first joint plate 24 can be slid smoothly without getting caught in the through hole 24b. In other words, it is possible to improve the slidability in the through hole 24b compared to the case of a conventional tie rod having a step in the upset portion.

Then, when the gap G disappears, the tie rod 6 acts as an elastoplastic damper, and the spring stiffness of the elastoplastic damper is added as layer stiffness, so that the strength of the tie rod 6 can be added to the building frame between the layers of the building. can.
In this way, by installing the seismic damping device 1D of this embodiment on each layer of a building, it is possible to prevent deformation from concentrating on a specific layer and disperse the deformation to other layers, thereby reducing the deformation of each layer. can be equalized.

Furthermore, in the sixth embodiment, it is possible to reliably apply only the tensile force F1 to the tie rods 6, and realize the vibration control device 1D with a simple structure in which no compressive force is applied to the tie rods 6. .
In this manner, in the vibration control device 1D according to the sixth embodiment, by reducing the maximum interstory deformation angle, deformation can be dispersed and made uniform without being concentrated on a specific layer, and 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 the above-described tapered portion 6c (here, about 1/2). That is. Further, a chamfered portion 24d of approximately 5 mm is formed at the peripheral edge 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 in the case of the gentle taper part 6c (see FIG. 15) where the inclination angle is about 1/5, but the chamfered part 24d is provided. Therefore, it is possible to ensure smooth sliding of the tie rod 6 to which tensile force is applied in the through hole 24b of the first joint plate 24.

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 steeper than that of the tapered portion 6d according to the first modification (here, The stepped portion 6e is approximately 1/1). The peripheral edge of the through hole 24b of the first joining 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. A formed hole taper portion 24e is provided. In the second modification, since the stepped portion 6e can smoothly slide along the hole taper portion 24e, the tie rod 6 can slide smoothly in the through hole 24b of the first joint plate 24 when the tie rod 6 is subjected to a tensile force. movement can be ensured.

(Example)
Next, an example for supporting the effects of the vibration control device 1D according to the sixth embodiment described above will be described.
In the example, a test device (test specimen) similar to the vibration control device 1D of the sixth embodiment described above was manufactured, and the restoring force characteristics as a damper were confirmed, as well as the material characteristics and sliding properties of the tie rods. did.

As test specimens, one oil damper was provided, five tie rods were used for single unit monotonic tests, and six test specimens were provided for oil damper and gap damper tests.
The test method is to use a force applying device with a gate-shaped frame, install an oil damper, tie rods, and buffer rubber, and apply a force of 2000 kN using a fatigue testing machine. A linear slider is installed at the bottom of the joint between the fatigue tester and the damper to enable smooth deformation in the in-plane direction. In the linear slider, a separate spherical seat was used to suppress deformation to prevent locking and out-of-plane deformation. The measurement contents of the test are force and displacement of the fatigue testing machine, damper displacement, and strain.

The tests were a monotonic tensile test and an incremental repetition test. In the monotonic tensile test, we confirmed the toughness performance and confirmed the basic performance of this testing device (test specimen). In the incremental repetition test, loading was repeated with increasing displacement amplitude, and each amplitude was repeated twice. FIG. 21 shows the loading amplitude used for gradually increasing repetitive force application, and shows the relationship between time (sec) and amplitude (mm).

As a result of the test of this example, the relationship between load (kN) and deformation (mm) shown in FIGS. 22(a) and 22(b) was obtained.
As shown in Fig. 22(a), a single test specimen of a tie rod with a shaft diameter of 25 mm (SS400) equipped with a rubber ring had sufficient elongation performance under the assumed load (approximately 150 kN) against deformation of up to approximately 80 mm. (approximately 4.2%). Furthermore, as a result of carrying out a rupture test on a single specimen, it was confirmed that the effect of upsetting caused the rupture in the central base material (shaft part) before the male threaded part at the end.
In addition, in a single unit gradual increase repetition test specimen of a tie rod with a shaft diameter of φ42 mm (NHT740), a steep taper portion was formed at the end of the tie rod, and a through hole in the plate (corresponding to the first joint plate 24 in the above-mentioned embodiment) was used. A structure with a chamfered portion was used. As a result of conducting this gradual increase repetition test, it was confirmed that a stable hysteresis loop could be obtained by repeating this sliding by smoothly sliding the stepped portion due to upset processing, as shown in Fig. 22(b). Ta. Additionally, it was confirmed that the expected yield load per piece was 870 kN or more.

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

As a result of the test according to this example, the following effects were confirmed. First, we were able to ensure toughness by upsetting the tie rods. Furthermore, by providing the tie rod with a tapered portion, sliding properties of the tie rod could be ensured. Furthermore, the ring washer provided with the rubber ring could be prevented from loosening by the disc spring provided at the end of the tie rod on the fixing section side where the gap is formed. It was also 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 could be prevented. Furthermore, we were able to confirm the expected restoring force characteristics and elongation performance as a damper.

Although the embodiments of the vibration control device according to the present invention have been described above, the present invention is not limited to the above-described embodiments, and can be modified as appropriate without departing from the spirit thereof.

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

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

Further, in this embodiment, a guide tube 46 through which the PC steel rod 4 is inserted is provided, but it is also possible to omit this guide tube 46.
Furthermore, although the gap G in this embodiment is provided only in the first fixing section 41 of the PC steel bar 4, it may be provided in at least one of the first fixing section 41 and the second fixing section 42. .

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

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

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

Claims (6)

A vibration damping device placed between the floors of a building,
a seismic damper connected to the building frame;
a tensile member made of a PC steel material or a tie rod provided in parallel with the vibration control damper;
Equipped with
The fixing portion of the tensile material has a gap that allows displacement of the seismic damper in the tensile direction,
The vibration damping device is characterized in that the tensile material functions as an elastoplastic damper in a state where a tensile force is applied. The layer of the building has a damping 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 damper is connected between the seismic brace and the frame. The layer of the building has a seismic isolation layer in which a seismic isolation device is arranged,
3. The seismic control device according to claim 1, wherein the seismic damper is connected between the building blocks forming the seismic isolation layer. The damping device according to any one of claims 1 to 3, wherein only a tensile force is applied to the tensile member. The fixing section is
a joint plate fixed to at least one end of the vibration control damper;
a fixing plate in which the tensile material is inserted and fixed in a through hole formed in the bonding plate;
an elastic member provided between the joining plate and the fixing plate;
Equipped with
5. The distance between the joining plate and the fixing plate is set to a dimension that allows displacement in the tensile direction of the seismic damper and compresses the elastic member. The vibration damping device according to any one of the items. The damping device according to any one of claims 1 to 5, further comprising a guide tube through which the tensile material is inserted.

Images