JP3397678B2 - Damping structure for structures - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration damping structure for damping the vibration of structures such as buildings and bridges due to horizontal external force applied by an earthquake or wind.

[0002]

2. Description of the Related Art Various structures including super high-rise buildings and structures such as long towers and main towers of bridges and bridge piers are deformed when an external force in the horizontal direction such as an earthquake or wind is applied. Then, energy is stored in the inside, and this internal energy causes the following deformation to try to maintain the balance. As a result, the structure vibrates while undergoing bending deformation and shearing deformation when subjected to a horizontal external force. At this time,
Bending stress and shear stress are generated in the cross section of the structure,
Bending stress is highest at the ends of the cross section, while shear stress is highest at the neutral axis of the cross section.

Therefore, if the internal energy due to the shear stress generated in the structure as described above can be consumed before the next deformation, the deformation of the structure can be reduced and the seismic performance of the structure can be improved. Also, since the internal energy due to bending stress can be reduced due to the overall reduction of the internal energy, the structure can be made more flexible.

By the way, as a vibration damping structure for reducing the internal energy as described above, conventionally, for example, the 4th "Motion and Vibration Control" Symposium Lectures concentrated on page 255 of the Japan Society of Mechanical Engineers [No.95-28]. ~ Page 258, "Bending and torsional vibration control of parallel structures" announced by Sachito Matsumoto et al. Is known, and this damping structure is a linear motion that operates horizontally between two parallel buildings with different thickness. An actuator (linear motor) is interposed to connect those buildings together,
The vibration of the building is suppressed by the interaction of those buildings and the operation of the linear actuator.

Further, as a vibration control structure for reducing the internal energy as described above, for example, pages 130 to 131 in the October 1996 issue of “Construction Technology” supervised by the Institute of Architecture, Ministry of Construction have been used.
It is also known that Hayashi Osamu announced the "Extremely soft steel damping wall that absorbs seismic energy by premature yielding." This damping structure uses extremely soft steel damping walls between each floor of a building. By connecting them, the internal energy due to the horizontal shear stress between the floors is consumed by the horizontal shear deformation of the extremely mild steel damping wall to suppress the vibration of the building.

However, the former vibration damping structure has a disadvantage in that the installation and control of the linear actuator is very expensive, and the latter vibration damping structure has a problem in that the entire structure is damped. Since it is necessary to provide a damping wall over the floors, this also has a disadvantage that the installation costs a lot.

Therefore, according to the present invention, by disposing a member having a high shear energy damping property at or near the neutral axis of the cross section of the structure, the internal energy due to the shear stress in the vertical direction (vertical direction) is consumed. The objective is to provide a vibration damping structure with a simple structure and excellent vibration damping performance.

[0008]

Means for Solving the Problem and Its Action / Effect In order to solve the above-mentioned problems, a structure for damping vibration of a structure according to the present invention has a horizontal structure between two or more structures standing in parallel. Characterized in that a damper member that consumes the kinetic energy of the vertical displacement between the structures due to the bending deformation of the two or more structures due to the external force in the direction is arranged, and the damper member here is A normal piston type oil damper may be used, but as described in claim 2, it may be a member that consumes kinetic energy by shearing and deforming due to vertical displacement between the structures. As described above, the member may be a member that consumes kinetic energy by sliding on at least one of the structures due to vertical displacement between the structures.

In the vibration damping structure of the present invention, the damper member disposed between the two or more structures standing in parallel is bent and deformed by the external force in the horizontal direction. Along with this, the kinetic energy of the vertical displacement between the structures is consumed, thereby consuming the internal energy stored in the structures by the external force in the horizontal direction. Moreover, in the vibration damping structure of the present invention, the damper member may be one or plural, but each damper member is
It acts on the displacement of the entire structure in the height direction and exerts an energy consumption function on the entire structure.

Therefore, according to the vibration damping structure of the present invention, two or more structures standing in parallel can be effectively damped with a simple structure, and a structure excellent in earthquake resistance and wind resistance can be obtained at low cost. Can be provided.

In the damper member according to the second aspect, the kinetic energy of the vertical positional displacement between the structures is consumed by being shear-deformed by the positional displacement and converted into heat energy. In the damper member described in 3, the kinetic energy of the positional displacement between the structures in the vertical direction slides against at least one of the structures due to the displacement and is converted into thermal energy for consumption.

Therefore, according to these damper members,
The structure of the vibration damping structure can be made simpler.

Further, in the vibration damping structure of the present invention, as described in claim 1, the two or more structures are connected so as to be movable relative to each other in the vertical direction, and are attracted to each other to approach each other. A connecting member is provided that provides initial elastic flexural deformation in the direction. By providing such a connecting member, deformation of the structures in the separating direction is prevented by the connecting member, so that shear deformation and sliding of the damper member can be surely brought about.

Since the connecting member draws the upper portions of the two or more structures to each other and gives them an initial elastic bending deformation in a direction of approaching each other, shearing deformation of the damper member or The sliding can be more surely brought about, and since the internal energy due to the initial elastic bending deformation resists the external force in the horizontal direction, the accumulation of the internal energy itself due to the external force can be reduced.

The above structure is applied to two or more structures standing side by side, and on the other hand, the structure of the present invention can be applied to one structure. , Between two or more columns that support one structure in parallel, the kinetic energy of vertical displacement between the columns due to the bending deformation of the two or more columns due to an external force in the horizontal direction, It is characterized in that a damper member to be consumed is disposed. The damper member here may be a normal piston type oil damper, but as described in claim 5, shearing is caused by vertical displacement between the columns. It may be a member that deforms and consumes kinetic energy. Further, as described in claim 6, the kinetic energy is slid on at least one of the columns due to vertical displacement between the columns. It may be a member to consume.

In the vibration damping structure of the present invention, the damper member disposed between the two or more columns that stand in parallel and support one structure has the two or more damper members due to the external force in the horizontal direction. The kinetic energy of the vertical displacement between the columns due to the flexural deformation of the columns is consumed, thereby consuming the internal energy stored in the columns due to the horizontal external force. Moreover, in the vibration damping structure of the present invention, the number of the damper member may be one or plural, but each damper member acts on the positional deviation of the entire column in the height direction and the energy consuming function is provided to the entire structure. Exert.

Therefore, according to the vibration damping structure of the present invention, it is possible to effectively damp two or more struts that stand in parallel and support one structure with a simple structure, and have excellent earthquake resistance and wind resistance. The structure can be provided at low cost and as a single structure.

Further, in the damper member according to the fifth aspect, the kinetic energy of the vertical positional displacement between the columns is consumed by being shear-deformed by the positional displacement and converted into heat energy. In the described damper member, the kinetic energy of the vertical displacement between the columns is consumed by sliding to at least one of the columns due to the displacement and converting it into heat energy.

Therefore, according to these damper members,
The structure of the vibration damping structure can be made simpler.

Further, in the vibration damping structure of the present invention, as described in claim 4, the two or more columns are connected so as to be movable relative to each other in the vertical direction, and are attracted to each other so that the columns are moved toward each other. A connecting member that provides initial elastic bending deformation is provided. By providing such a connecting member, deformation of the columns in the separating direction is prevented by the connecting member, so that shear deformation and sliding of the damper member can be surely brought about.

Since the connecting member draws the two or more struts together to give the struts an initial elastic flexural deformation in a direction of approaching each other, the shear deformation and sliding of the damper member are further increased. In addition to being surely provided, the internal energy due to the initial elastic bending deformation resists the external force in the horizontal direction, so that the accumulation of the internal energy itself due to the external force can be reduced.

[0022]

BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will now be described in detail with reference to the drawings by way of examples. FIG. 1 is a front view schematically showing an embodiment of the structure damping structure of the present invention applied to two buildings as two or more structures standing side by side. The damping structure is
The damper member 2 is disposed between the upper ends of the side surfaces of the two buildings 1 arranged side by side, and the side surfaces of the buildings 1 are embedded in the upper ends of the side surfaces of the buildings 1 at both ends. The connected connecting member 3 is connected so as to be movable in the vertical direction.

The damper member 2 here may be an ordinary piston type oil damper, but is preferably
For example, rubber containing lead, polymer, and extremely mild steel (for example, product name "SLY100" sold by Sumitomo Metal Industries, Ltd.
Ultra-low yield point steel, etc.) is used as a member that converts kinetic energy into heat energy and consumes it due to internal loss caused by shear deformation, or slides against the side surface of the building 1 such as ordinary steel plate. Friction with respect to the side surface converts the kinetic energy into heat energy and consumes it.
In general, lead-containing rubber or polymer elastically shears and transforms kinetic energy into thermal energy due to internal loss, and ultra-mild steel plastically shears and transforms kinetic energy into thermal energy due to internal loss. Convert.

When the damper member 2 is to be a member that converts kinetic energy into heat energy and consumes it due to internal loss caused by shear deformation, both side surfaces of the damper member 2 are integrated with side surfaces of buildings on both sides. Then, both side surfaces of the damper member 2 are fixed to the side surfaces of the building on both sides by means such as sticking, vulcanizing and bonding, or welding so that the damper member 2 moves vertically. Further, when the damper member 2 is a member that slides against the side surface of the building 1 and converts kinetic energy into heat energy by friction with the side surface and consumes it, at least one side surface of the damper member 2 The damper member 2 is supported at a predetermined position by an appropriate supporting member so as to be in sliding contact with the side surface of the building 1 on the corresponding side, and is pressed against the side surface of the building 1 on the side to be slidably contacted.

The connecting member 3 here is made of a PC cable, a high-tensile cable, or the like, and is a member that is strong against pulling force but has low resistance against bending force. Further, in this embodiment, the building 1 on both sides is connected by the connecting member 3.
The buildings 1 are attracted to each other and the initial elastic bending deformation in a direction of approaching each other is given to the buildings 1.

FIG. 2 is a front view schematically showing another embodiment of the vibration damping structure for structures according to the present invention applied to two super high-rise buildings as juxtaposed structures. The vibration damping structure has a plurality of damper members 2 arranged at intervals in the vertical direction between the side surfaces of two juxtaposed super high-rise buildings 4, and the side surfaces of these super high-rise buildings 4 are placed on the side surfaces thereof. Each of the above damper members 2
By the connecting member 3 having both ends respectively coupled at the position of
It is connected so that it can move relative to the vertical direction. The damper member 2 and the connecting member 3 here are also the same as those in the embodiment shown in FIG.

In the vibration damping structures of these two embodiments, two buildings 1 and a super high-rise building 4 standing in parallel are provided.
When an external force in the horizontal direction is applied to the super high-rise building 4 by an earthquake or wind, the degree of deformation of the super high-rise building 4 is enlarged and shown by a phantom line in FIG. 4 is deformed flexibly, and there is a vertical displacement between them due to the flexural deformation, as shown by the arrow in FIG.
The damper member 2 arranged between the two buildings 1 and the skyscraper 4 consumes the kinetic energy of the vertical displacement between the two buildings 1 and the skyscraper 4, whereby the horizontal external force is applied. Consumes the internal energy stored in these two buildings 1 and the skyscraper 4. Moreover, in the vibration damping structure of the above embodiment,
The damper members 3 each act on the positional displacement of the building 1 and the super high-rise building 4 in the entire height direction, and exert an energy consumption function for the building 1 and the super high-rise building 4 as a whole.

Therefore, according to the vibration damping structure of the above embodiment,
It is possible to effectively control two buildings 1 and a super high-rise building 4 that are lined up side by side with a simple structure, and to provide a building 1 and a super high-rise building 4 with excellent earthquake resistance and wind resistance at low cost. ..

In the above embodiment, the damper member 2 is used to convert the kinetic energy of vertical displacement between structures, such as lead-containing rubber and ultra-soft steel, into shear energy by shear deformation due to the displacement. What you consume in
If the kinetic energy of vertical displacement between structures such as steel plates is consumed by sliding to at least one of these structures due to the displacement and converting it into heat energy, the vibration control is performed. The structure can be made simpler.

Further, according to the vibration damping structure of the above-mentioned embodiment, since the connecting member 3 which connects the two buildings 1 and the super high-rise buildings 4 to each other so as to be vertically movable relative to each other is provided, Since deformation of the super high-rise buildings 4 in the separating direction is prevented by the connecting member 3, shear deformation and sliding of the damper member 2 can be surely brought about.

Further, according to the vibration damping structure of the above embodiment,
Since the upper parts of the two buildings 1 and the skyscraper 4 are drawn together by the connecting member 3 to give them an initial elastic bending deformation in a direction in which they approach each other, shear deformation and sliding of the damper member 2 are further reduced. In addition to being surely provided, the internal energy due to the initial elastic bending deformation resists the external force in the horizontal direction, so that the accumulation itself of the internal energy due to the external force can also be reduced.

FIG. 3 is a front view schematically showing still another embodiment of the structure damping structure of the present invention applied to one main tower of a long bridge as one structure, In the vibration damping structure of this embodiment, the damper member 2 is interposed between the upper end portions and the middle portions of the side faces of the two columns 6 supporting the main tower 5 in parallel, and the columns 6 are The side surfaces are connected to each other by connecting members 3 having both end portions respectively connected to the side surfaces at the positions of the damper members 2 so as to be relatively movable in the vertical direction. The damper member 2 and the connecting member 3 here are also the same as those in the embodiment shown in FIG.

According to the vibration control structure of this embodiment, the main tower 5 of the long bridge can be effectively damped with a simple structure, and a long bridge excellent in earthquake resistance and wind resistance can be provided at low cost. It is possible to bring about various operational effects similar to those of the previous embodiment.

FIG. 4 (a) is a front view schematically showing still another embodiment of the structure damping structure of the present invention applied to one super high-rise building as one structure, and FIG. (B) is an explanatory view showing the action of the vibration damping structure of the embodiment, and (c) is a plan view of the super high-rise building showing the arrangement of the connecting members in the vibration damping structure of the embodiment, FIG. 4D is a cross-sectional view of the super high-rise building showing the arrangement of the damper members in the vibration control structure of the embodiment. The super high-rise building 4 in this embodiment is shown in FIGS. As shown in d), it has four parts 4a, 4b, 4c and 4d which are adjacent to each other in a rectangular shape.

In the vibration damping structure of this embodiment, as seen in the vertical direction, as shown in FIGS. 4 (a) and 4 (b), the upper and middle portions of the super high-rise building 4 are
It has a four-post vibration damping section 7 and a two-post vibration damping section 8. The four-post vibration damping section 7 and the two-post vibration damping section 8 are shown in FIGS. 4 (c) and 4 (d) when viewed two-dimensionally. As shown, the four-pillar damping part 7 has four parts 4a, 4b,
Located in the central gap where the corners of 4c and 4d gather,
Further, the two-post vibration damping part 8 is located at the side end and the middle part of the gap where the four parts 4a, 4b, 4c and 4d of the super high-rise building 4 face each other two by two.

Here, the four-column vibration damping section 7 is shown in the perspective view of FIG. 5 (a) and the side surfaces of FIGS. 5 (b) and 5 (c) viewed from the direction of arrow A and arrow B in the perspective view, respectively. As shown in the figure, in a cross-shaped gap between four columns 6 which are juxtaposed adjacent to each other in a rectangular shape and each of which is made of an H-shaped steel material,
As shown in the perspective view of FIG. 5D, the damper member 2 having a cruciform cross-section is arranged, and the four pillars 6 are connected by the four brackets 10 having a substantially L-shaped cross-section, which are connected to each other by the bolt 9.
The damper member 2 is sandwiched between the four columns 6 by surrounding and tightening the same, and the flanges of the columns 6 are attached to the parts of the column 6 of the H-shaped steel material to be tightened by the brackets 10. A reinforcing plate 11 is inserted between the flanges so that they will not be deformed by tightening.

The damper member 2 here is a member such as a lead-containing rubber plate which is consumed by shearing and deforming the kinetic energy of the vertical displacement between the columns 6 into heat energy due to the displacement. Or, the kinetic energy of the vertical displacement between the columns 6 such as a steel plate is slid against at least one of these structures due to the displacement to be converted into heat energy, which is consumed as a member. .

FIG. 6A shows a damper member 2 made of, for example, the above-mentioned lead-containing rubber plate of the four-column vibration damping unit 7 when the column 6 is flexibly deformed by an external force in the horizontal direction and is displaced in the vertical direction. FIG. 3 is a side view showing the state of FIG. 2, in which the damper member 2 is sheared and deformed due to the vertical displacement of the support column 6 and the kinetic energy of the vertical displacement of the support column 6 is generated due to its internal loss. It is converted into energy and consumed.

FIG. 6 (b) shows the state of the damper member 2 of the four-pillar damping part 7, for example, made of the above steel plate, when the strut 6 is flexibly deformed by an external force in the horizontal direction and is displaced in the vertical direction. FIG. 3 is a side view showing the damper member 2 slides on at least one of the columns 6 facing each other due to the vertical displacement of the column 6, and the surface of the damper member 2 and the column 5. Friction with the side surface of the column converts the kinetic energy of the vertical displacement of the column 6 into heat energy and consumes it.

On the other hand, the two-pillar damping section 8 is shown in the side view of FIGS. 7 (a) and 7 (b) and the cross-sectional view of FIG. 7 (c) as viewed from two directions which are horizontal and perpendicular to each other. As shown in the figure, two flat plate-shaped damper members 2 are arranged in a space between two columns 6 which are juxtaposed adjacent to each other and each of which is made of an H-shaped steel material, and are connected to each other by bolts 9. The two brackets 6 are provided by the U-shaped bracket 12
The damper member 2 is sandwiched between the two pillars 6 by surrounding and tightening, and the flanges of the pillars 6 of the pillar 6 made of the H-shaped steel material are tightened by the bracket 12. A reinforcing plate 11 is inserted between the flanges so that they will not be deformed by tightening.

The damper member 2 here is also a member such as a lead-containing rubber plate that is consumed by shearing and converting the kinetic energy of the vertical displacement between the columns 6 into heat energy due to the displacement. Alternatively, the kinetic energy of vertical displacement between the columns 6 such as a steel plate is slid on at least one of the structures due to the displacement and is converted into heat energy to be consumed.

In the two-pillar damping section 8, the strut 6 is
Is flexibly deformed by an external force in the horizontal direction and is displaced in the vertical direction, for example, when the damper member 2 made of the rubber plate containing lead is used, the damper member 2 is sheared and deformed due to the displacement of the column 6. Due to its internal loss,
The kinetic energy of the vertical displacement of the column 6 is converted into heat energy and consumed, and when the damper member 2 made of the above steel plate is used, the damper member 2 is used.
However, due to the displacement of the column 6, the column 6 slides against at least one of the columns 6 facing each other, and the friction between the surface of the damper member 2 and the side surface of the column 6 causes the vertical position of the column 6. The kinetic energy of the gap is converted into heat energy and consumed.

FIG. 8 (a) is a perspective view showing another example of the structure of the two-pillar damping section 8 in the damping structure of the above embodiment, FIG.
(B) and (c) show the two-pillar damping section 8 in FIG.
The side view seen from the arrow C and the arrow D direction in (a), respectively, and FIG.8 (d) are the cross-sectional views which show the two support | pillar damping part 8, and the two support | pillar damping part of this structural example. Reference numeral 8 denotes twelve damper members 2 made of a U-shaped ultra-soft steel plate (for example, a plate of ultra-low yield point steel described above) on both sides of the two pillars 6 standing side by side, and two concave portions of the damper member 2. 6 are fitted horizontally to each other in 6 stages by fitting them to 6, and both ends of the damper member 2 made of the extremely soft steel plate are respectively sandwiched by a plurality of brackets 14 connected to each other by long bolts 13. Those brackets
14 is fixed to the two columns 6 by means such as bolts (not shown). In addition, here, a U-shaped groove is cut in each damper member 2 and each bracket 14, and long bolts 13 having a large number of nuts attached in advance are fitted to the U-grooves, so that each step is connected by a separate bolt. The number of bolts is reduced to facilitate the assembling work of the two-column vibration damping unit 8.

In the case of the two-pillar damping section 8 as shown in FIG.
When an external force is applied in the horizontal direction due to an earthquake, wind, or the like on the upper part of (a) and (b), the pillar 6 is flexibly deformed and displaced in the vertical direction, as shown in FIGS. ), The twelve damper members 2 are plastically deformed, and the kinetic energy of the vertical displacement of the column 6 is converted into heat energy and consumed.

Furthermore, the damping structure of this embodiment is shown in FIG.
As shown in (a) and (c), at the top of the super high-rise building 4, between the parts 4a and 4b, between the parts 4b and 4c, between the parts 4c and 4d, and between the parts 4a and 4d. Each of the connecting members 3 has a connecting member 3 which is movable relative to each other in the vertical direction, and the connecting member 3 which connects between the portions 4a and 4d is shown in FIG. Is composed of a rod made of high-strength steel, and each end of the connecting member 3 is connected to each of the above-mentioned parts 4a, 4b, 4 via the support part 15.
It is linked to the corresponding part of c and 4d.

Here, the supporting portion 15 has the above-mentioned respective portions 4a, 4b, 4c and 4c, as enlargedly shown in FIG. 10 (b) and FIG. 10 (c) which is a sectional view taken along the line EE. The receiving member 18 is fixed via the bracket 17 on the beam 16 made of an H-shaped steel material embedded in the upper end of the 4d, and the bracket 17 and the receiving member are fixed.
18 is made to penetrate one end of the connecting member 3, and a spherical sliding contact with a radius equal to or smaller than the radius of the spherical receiving surface 18a of the receiving member 18 is made to the end of the penetrating connecting member 3. The engaging member 19 having the surface 19a is inserted, and the nut 20 is screwed to the threaded portion 3a at the end of the connecting member 3 to prevent the engaging member 19 from coming off from the connecting member 3.

The supporting portion 15 is used for the high-rise building 4
When the vertical displacement occurs between the above-mentioned respective portions 4a, 4b, 4c and 4d of the above, the spherical sliding contact surface 19a of the hooking member 19 is received by the receiving member.
By sliding against the spherical receiving surface 18a of 18,
As indicated by the phantom line in (b), the connecting member 3 is allowed to swing, which causes the connecting member 3 to move to
The parts 4a and 4b, the parts 4b and 4c, the parts 4c and 4d, and the parts 4a and 4d are connected so as to be vertically movable relative to each other. Then, here, by tightening the nut 20, the tops of the respective parts 4a, 4b, 4c and 4d of the skyscraper 4 are pulled together by the connecting member 3 as shown in FIG. 10 (d). Thus, the parts 4a, 4b, 4c and 4d are subjected to the initial elastic bending deformation in the directions approaching each other.

According to the vibration damping structure of the above embodiment, FIG.
As shown in (b), the skyscraper 4 is bent by horizontal external force such as an earthquake or wind, and the four parts 4a, 4a,
4b, 4c and 4d are, for example, between parts 4a and 4d and parts 4b, 4c
If the four pillar vibration damping parts 7 and the two pillar vibration damping parts 8 consume the kinetic energy of the positional deviation as described above, the super high-rise building 4 can be constructed with a simple structure. It is possible to effectively control the vibration, and to provide a super high-rise building excellent in earthquake resistance and wind resistance at a low cost, and it is possible to bring various operational effects similar to those of the above-described embodiments. It should be noted that each floor of the super high-rise building 4 is provided with a connecting floor material (not shown) that covers the gaps between the parts 4a, 4b, 4c, 4d so that the parts can be vertically moved relative to each other. It is provided for this purpose.

FIG. 11 (a) is a longitudinal sectional view showing a test piece of a vibration test conducted by the inventor of the present application in order to confirm the action and effect of the damping structure of the present invention. Two floor boards (width 20 mm × length 298 mm × height 40 mm, weight 250 g per sheet in the direction orthogonal to the paper surface) 22 each of which has rigidity with aluminum honeycomb structure inside, are spaced above Leaf springs (horizontally 20 mm wide × plate thickness 2 mm × perpendicular to the paper surface)
Height 520mm) 23 stands on the base 21 instead of the pillars, and each of the above-mentioned floor plates 22 is supported by the leaf springs 23 of each two,
In addition, as a damper member between the upper ends of two leaf springs 23 adjacent to each other at the center of the four aluminum blocks, an aluminum block provided with an adhesive (specifically, double-sided tape) on both end faces (paper surface and Width 20 mm × thickness 10 mm × height 40 in the orthogonal direction
mm) 24, and further, the upper part (the part immediately below the floor plate 22) of the two leaf springs 23 adjacent to each other is connected by a wire 25 as a connecting member so as to be vertically movable, and At 25, the upper portions of the two leaf springs 23 are attracted to each other, and the leaf springs 23 are subjected to the initial elastic bending deformation in directions toward each other. An acceleration sensor 26 is provided on the floor plate 22 on one side.

FIG. 12 (a) shows an aluminum block (width 20 mm × thickness 25 mm × height in the direction orthogonal to the plane of the drawing) in which both ends are coated with an adhesive instead of the aluminum block 24 in the specimen shown in FIG. 40 mm), and the upper ends of two leaf springs 23 adjacent to each other at the center of the four leaf springs are rigidly connected to each other by an adhesive agent.
Two pieces of the test piece of the comparative example, which prevents the vertical displacement due to the bending deformation of 23 and does not give the initial elastic bending deformation of the leaf springs 23 in the directions approaching each other, The figure shows the state of change in the output voltage of the acceleration sensor 26 with the passage of time when a horizontal external force in the horizontal direction is applied to the floor plate 22 of the figure. The horizontal vibration has a very low attenuation, and the vibration lasted for a long time.

FIG. 12B shows the aluminum block 24 and the two leaf springs 23 on both sides of the aluminum block 24 which are inserted in the specimen shown in FIG. While substantially eliminating the frictional resistance between the two, the plate springs 23 are initially elastically deformed by the wires 25 in the directions approaching each other, and the two floor plates 22 are horizontally horizontal in the figure. It shows the change state of the output voltage of the acceleration sensor 26 with the passage of time when an external force is applied.As is clear from the figure, in this case, the degree of attenuation of the horizontal vibration of the floor plate 22 is relatively large. , The vibration converged in a relatively short time.

FIG. 12 (c) shows that the test piece itself shown in FIG. 11 is used to increase the frictional resistance between the aluminum block 24 and the two leaf springs 23 on both sides thereof with an adhesive, and When an initial elastic bending deformation is applied to the leaf springs 23 with wires 25 in a direction approaching each other, and a horizontal external force is applied to the two floor plates 22 in the horizontal direction in the figure, the acceleration sensor with respect to the passage of time. 26 shows the change state of the output voltage, and as is clear from the figure, in this case, the attenuation of the horizontal vibration of the floor plate 22 was extremely large, and the vibration converged in an extremely short time.

From these test results, the damper member gives resistance to the vertical displacement of the structures or columns thereof arranged in parallel as in the present invention, and the initial elasticity in the direction of approaching the structures or columns thereof. It was confirmed that the structure can be effectively damped if it is flexibly deformed. Since the degree of damping of the result of (c) is considerably larger than that of the result of (b), even if the damper member only gives resistance to the vertical displacement between the structures or their columns. It turned out that a considerable damping effect can be obtained.

Although the present invention has been described above based on the illustrated example, the present invention is not limited to the above example. For example, in the above embodiment, a high-rise building is divided into four parts and a damper member is provided between those parts. Although provided, a damper member may be provided between the columns that are juxtaposed inside a structure such as a high-rise building. Further, the shape of the damper member is not limited to that of the above embodiment, and can be changed as appropriate. It goes without saying that the vibration damping structure of the present invention can be applied to structures other than the above-mentioned embodiments.

[Brief description of drawings]

FIG. 1 is a front view schematically showing an embodiment of a structure damping structure of the present invention applied to two buildings as two or more structures standing side by side.

FIG. 2 is a front view schematically showing another embodiment of the structure damping structure of the present invention applied to two super high-rise buildings as juxtaposed structures.

FIG. 3 is a front view schematically showing still another embodiment of the structure damping structure of the present invention applied to one main tower of a long bridge as one structure.

FIG. 4A is a front view schematically showing still another embodiment of the structure damping structure of the present invention applied to one super high-rise building as one structure, and FIG. )
Is an explanatory view showing the action of the vibration damping structure of the embodiment, further (c) is a plan view of the super high-rise building showing the arrangement of the connecting members in the vibration damping structure of the embodiment, and (d) is It is a cross-sectional view of the above-mentioned super high-rise building showing the arrangement of damper members in the vibration control structure of the embodiment.

5A is a perspective view showing a four-column vibration damping section in the above embodiment, and FIGS. 5B and 5C are arrows in the four-column vibration damping section of FIG. A side view seen from the direction A and arrow B, respectively, and (d) are perspective views showing a damper member used for the four-column vibration damping section.

FIG. 6 (a) is a side view showing a state of the four-pillar damping part when the damper member is sheared and deformed, and FIG. 6 (b) is a four-pillar damping part when the damper member slides. It is a side view which shows the state of a shaking part.

7 (a) and 7 (b) are side views showing the two-pillar damping section in the above embodiment as viewed from two directions which are horizontal and at right angles to each other, and (c) is a side view of the two-pillar damping section. FIG.

FIG. 8 (a) is a perspective view showing another configuration example of the two-pillar damping section in the above embodiment, and (b) and (c) are
A side view of the four-column vibration damping part viewed from the direction of arrow C and arrow D in the perspective view of (a), and (d),
It is a cross-sectional view of the four-pillar damping section.

9 (a) and 9 (b) are side views showing a state in which the damper members of the two-pillar damping section shown in FIG. 8 undergo shear deformation by external forces in two different directions.

10 (a) is an explanatory view showing in an enlarged manner the installation state of the connecting member on the top of the high-rise building in the embodiment shown in FIG. 4, and FIG. 10 (b) is a support for connecting the connecting member to the top of the high-rise building. A sectional view showing a portion, (c) is a sectional view of the supporting portion taken along the line EE of (b), and (d).
[Fig. 6] is a side view showing a state where the connecting member has given an initial elastic deformation to each part of the high-rise building.

11 (a) is a vertical cross-sectional view showing a specimen of a vibration test conducted by the inventor of the present application to confirm the effect of the vibration damping structure of the present invention, and FIG. 11 (b) is a plate of the specimen. It is a cross-sectional view showing a spring.

FIG. 12 (a) is a vibration test result of a comparative example obtained by deforming the specimen, FIG. 12 (b) is a vibration test result of the specimen without an adhesive, and FIG. It is a relationship diagram which shows the vibration test result at the time of applying both an adhesive agent and initial elastic bending deformation in a sample.

[Explanation of symbols]

1 building 2 damper member 3 connecting members 4 High-rise building 5 main tower 6 props

Continuation of front page (56) Reference JP-A-4-185934 (JP, A) JP-A-7-207988 (JP, A) JP-A-7-269165 (JP, A) JP-A-7-26786 (JP , A) Actual development Sho 63-62558 (JP, U) (58) Fields investigated (Int.Cl. ⁷ , DB name) E04H 9/02 301 E04H 9/02 E01D 11/00 E04H 12/00

Claims (6)

(57) [Claims] 1. A movement of a vertical displacement between two or more structures (1) arranged side by side due to a bending deformation of the two or more structures due to an external force in the horizontal direction. disposing the damper member (2) that consume energy
At the same time, the two or more structures are connected so that they can move relative to each other in the vertical direction.
Tied and pulled together to bring those structures closer to each other
A vibration damping structure for a structure, comprising a connecting member (3) which gives an initial elastic bending deformation . 2. The damper for a structure according to claim 1, wherein the damper member (2) is a member that consumes kinetic energy by shearing due to vertical displacement between the structures. Swing structure. 3. The damper member (2) is a member that consumes kinetic energy by sliding relative to at least one of the structures due to vertical displacement between the structures. The structure vibration damping structure according to claim 1. 4. Between two or more columns (6) supporting upright one structure in a vertical direction between the columns due to bending deformation of the two or more columns due to horizontal external force. A damper member (2) that consumes the kinetic energy of the positional deviation is disposed , and the two or more columns are connected so as to be vertically movable relative to each other.
And pulling them closer to each other in the initial direction of approaching each other
A vibration damping structure for a structure, comprising a connecting member (3) for elastically deforming . 5. The vibration damper for a structure according to claim 4, wherein the damper member (2) is a member that consumes kinetic energy by shearing due to vertical displacement between the columns. Construction. 6. The damper member (2) is a member that consumes kinetic energy by sliding on at least one of the columns due to vertical displacement between the columns. 4. The structure for damping structure according to item 4.