JP2000240319A - Vibration control wall and structure provided with the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration control wall facilitating the design of a beam by comprising a vessel whose upward side is opened, injecting a viscous fluid into the inside and an inner plate capable of moving in the viscous fluid, and providing a support member having a sliding mechanism on both the outsides of the vessel. SOLUTION: A vibration control wall 20 is fixed on the beam 14 of the horizontal structural member of a lower layer story, and constituted of a vessel 22 whose upward side is opened, injecting viscous fluid 21, and an inner plate 30 capable of moving in the viscous fluid 21 in the vessel 22. The reinforcing posts 35, 36 of support members are fixed on both the outsides of the vessel 22, and a sliding mechanism 40 is provided between the beams 16 of an upper layer story. A downward plate 41 fixed on the upper end of the reinforcing posts 35, 36 and an upward plate 42 fixed on the lower face of the beam 16 are oppositely contacted through a sliding plate 43, and connected by coupling members such as four bolts 44 and nuts 45. Thereby shearing force acting on the beam can be bore on the support members of both the outsides, strength calculation of the beam is facilitated and the design of the beam is facilitated.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration control wall capable of attenuating vibration caused by an earthquake during an earthquake, and a structure having the vibration control wall.

[0002]

2. Description of the Related Art As shown in FIG. 12, a conventional vibration control wall 1 has a container 3 attached to a horizontal structural member 2 such as a beam or a floor on a lower floor, and a non-contained space 3 in the container 3. An inner plate 5 which is located in a contact state and is attached to a horizontal structural member 4 such as a beam on an upper floor and is movable in the container, and a viscous fluid 6 stored in the container 3. Then, when relative motion due to vibration occurs between the upper and lower horizontal structural members 4 and 2 due to an earthquake or the like, the inner plate 5 moves left and right in the viscous fluid 6, and the vibration is attenuated by viscous resistance at this time. Things.
Further, in the structure having the vibration control wall, the above-described vibration control wall 1 has a pillar 7,
7, installed between the upper and lower beams 2 and 4 of the structure composed of the beams 2 and 4, and in the case of a multi-story structure, it is installed on each floor.

[0003]

However, the above-described damping wall and the structure having the damping wall have the following problems. That is, in FIG. 12, when forces such as Q and Q are generated due to a difference in displacement between the upper horizontal structural member beam 4 and the lower horizontal beam 2 at each floor of the structure due to vibration such as an earthquake, vibration is suppressed. In the wall 1, the inner plate 5 moves in the viscous fluid 6 in the horizontal direction, and the vibration caused by the earthquake is attenuated by the viscous resistance. At this time, when the inner plate 5 moves, for example, rightward with respect to the container 3, a rotational force M in the clockwise direction acts on the container 3 via the internal viscous fluid 6 in the plane direction. A shear force R is generated in the beams 4 and 2 in the vertical direction. In the case described above, the shearing force R acts downward on the left side of the damping wall 1 and acts upward on the right side of the damping wall 1. When the direction of the relative motion is reversed, the motion acts upward on the left side of the damping wall 1 and acts downward on the right side of the damping wall 1.

[0004] If the shearing force R acting in the vertical direction is large, there is a problem that the design of the beam becomes difficult. Therefore, when a vibration control wall is installed on each floor in a multilayer structure, the shearing force R is increased.
As shown in FIG. 12 (c), the damping walls 1 are alternately arranged and designed so that a part of the damping walls are canceled each other. However, even in this case, even if the shear forces R1 to R4 in the central portion are canceled in the vertical direction, the shear forces R1 to R4 on the left and right sides
4 still remains, and the resultant force F1 = 2 (R
2 + R4), right upward resultant force F2 = 2 (R1 + R
3) acts on a beam and also acts on an underground structure such as an underground beam, which is an important point in designing the damping wall 1. As the damping capacity of the damping wall 1 increases, the shear force R increases,
In particular, when there are three inner plates of the damping wall and the damping effect is large, the shear force R becomes extremely large, so that there is a problem that the design of the beam becomes extremely difficult.

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and the shear force R acting on the beam is borne by the support members on both outer sides, whereby the calculation of the strength of the beam is facilitated, and the design of the beam is facilitated. Not only is easier, but also the vertical force load on the main pillar of the structure is reduced, and the beam can be made smaller.
It is an object of the present invention to provide a damping wall and a structure including the damping wall, which can be easily designed.

[0006]

In order to achieve the above object, a vibration damping wall according to the present invention comprises a container having an upper opening and a viscous fluid injected therein and a viscous fluid positioned in the container. A support member having a sliding mechanism that supports a vertical load on both sides of the container and allows horizontal movement, and the support member is formed of a steel frame. It is also conceivable that the supporting member is made of a concrete material or a steel-frame concrete material, and serves also as a covering for the container.

[0007] The structure provided with a vibration control wall is composed of a vertical structural member, a horizontal structural member, and a vibration control wall located between parallel horizontal structural members, and the vibration control wall is a horizontal structural member on a lower floor. A container which is fixed to the upper side and is open at the top and into which a viscous fluid is injected, and an inner plate fixed to a horizontal structural member on an upper floor and located in the container and movable in the viscous fluid, the container comprising: A support member having a sliding mechanism that supports a vertical load and allows horizontal movement is provided on both outer sides.

[0008] The support member is basically made of a supporting pillar formed of a steel frame, and the support member is made of a concrete material or a steel frame concrete material. The horizontal structural members are frame members that support the damping wall,
The projecting member extending from the vertical structural member may be connected, and the frame member and the projecting member may be connected by a connecting pin.

According to the damping wall and the structure including the damping wall configured as described above, when a relative motion due to an earthquake or the like is applied to the damping wall, a rotational force in a plane direction is generated in the container of the damping wall. However, a shearing force, which is a vertical load that prevents this rotational force, is generated in the beam. However, since this shearing force is borne by the support member, the design of the beam becomes easy and the size of the beam can be reduced. Further, since the support member is allowed to move in the horizontal direction, it does not hinder the function of the damping wall.

[0010]

Embodiments of the present invention will be described with reference to the drawings. FIG. 1A is a front view of a main part of an embodiment of a damping wall and a structure including the damping wall according to the present invention, FIG.
2B is a sectional view taken along line AA of FIG. 1A, FIG. 2A is an enlarged front view of a main part of FIG. 1A, and FIG. 2B is BB of FIG. 2A. 3A is a cross-sectional view taken along line CC of FIG. 2A, and FIG. 3B is a cross-sectional view taken along line DD of FIG. 2A.

1 to 3, a structure 10 includes a pillar 12 as a vertical structural member and a beam 1 on a lower floor as a horizontal structural member.
4. Upper beams 16 and damping walls 20 located between beams 14 and 16 which are parallel horizontal structural members. In this embodiment, the column 12 is a square steel, beams 14, 1
No. 6 uses an H-shaped steel. The damping wall 20 is fixed to a beam 14 which is a horizontal structural member on the lower floor and is open at the upper side and has a viscous fluid 21 injected therein, and a container 22 fixed to a beam 16 which is a horizontal structural member on the upper floor. And an inner plate 30 which is located inside and is movable in the viscous fluid 21. As the viscous fluid 21, a high-viscosity fluid such as polyisobutylene is used. When the structure is a multi-story floor, the damping wall 20 is installed at a predetermined position on each floor. In this embodiment, the damping wall 20A is located on the lower floor side of the damping wall 20 and is located on the upper floor side. The earthquake wall 20B is installed.

The containers 22 are opposed to each other at a predetermined interval.
Closing both ends of the pair of flat plates 23 and 24 and 1
A pair of side plates 25, 25 and a bottom plate 26 for closing the bottom are formed, and the upper portion is open. A pair of flange plates 27, 27 are fixed to the upper opening and reinforced. The portions of the flange plates 27 are wide and serve as reservoirs for the viscous fluid 21. The container 22 of the damping wall 20
Has shown the example fixed to the beam 14 of the lower floor, but when installing the damping wall 20 on the first floor, the container 22 is fixed to a horizontal structural member such as the floor on the first floor.

The inner plate 30 is made of a steel plate having a thickness of about 10 to 15 mm, and a gap of about several mm to 5 mm is formed between the inner plate 30 and the pair of flat plates 23 and 24. The fluid 21 is injected, and the inner plate 30 is configured to be horizontally movable in the plane direction in the viscous fluid 21. The damping wall 20 is configured as described above, and when a relative motion is applied between the beam 16 as the structural member on the upper floor and the beam 14 as the structural member on the lower floor due to an earthquake or the like, the viscous fluid in the container 22 is increased. The inner plate 30 moves through the inside 21 and attenuates the vibration caused by the earthquake by viscous resistance at that time.

On both outer sides of the container 22 of the damping wall 20, supporting columns 35 and 36 as supporting members are fixed by welding or the like, and lower ends of the supporting columns 35 and 36 are fixed to the beam 14 by welding or the like. Sliding mechanism 4 that supports a vertical load between the supporting columns 35, 36 and the beams 16 on the upper floor and allows horizontal movement.
0 is provided. That is, the side plate 25 of the container 22,
At the outer side of 25, supporting columns 35 and 36, which are square steels, are fixed by welding or the like, and the supporting columns 35 and 36 are located between the beams 14 on the lower floor and the beams 16 on the upper floor and compressed. It bears the vertical force of tension. On the upper part of the supporting pillars 35 and 36, a short connecting pillar 37 that fits on the inner surface of the pillar material is located and can be extended when the damping wall 20 is installed.
After installation, it is fixed by welding or the like.

As shown in detail in FIGS. 2 and 3, the sliding mechanism 40 is located between the upper ends of the supporting columns 35 and 36 and the beam 16 on the upper floor, and is fixed to the upper ends of the supporting columns 35 and 36. The lower plate 41 and the upper plate 42 fixed to the lower surface of the beam 16 are in contact with each other via sliding plates 43, 43, and the lower plate 41 and the upper plate 42 are connected by four bolts 44, nuts 45 and the like. Joined by members. Sliding plate 4
Reference numeral 3 denotes a thin plate having a smooth surface such as a stainless steel plate or a Teflon plate, one or more of which are interposed.
It is configured not to hinder horizontal movement during an earthquake.

The upper plate 42 is provided with a circular through hole through which bolts pass, and the lower plate 41 is provided with bolts 4.
A long hole 46 through which the bolt 44 can move along the longitudinal direction of the beam 16 is formed. The bolts and nuts do not tighten the two lower plates 41 and the upper plate 42, but are fixed in a state where the lower plates 41 are movable and are loosened by the double nuts 45, 45. It can bear the vertical force of compression and tension acting on the wire. A cylindrical member 47 is fixed to the upper surface of the upper plate 42, and the bolt 4
By separating the head of the bolt 4 from the flange of the beam 16, the connection of the bolt 44 and the nut 45 is facilitated.

The damping wall according to the present invention and the structure provided with the damping wall have the above-described configuration.
This will be described with reference to FIGS. FIG. 4 shows FIG.
It is a principal part enlarged front view which shows the movement state of. Vibration such as an earthquake acts on the structure 10. For example, the force Q <b> 1 is generated due to a difference in displacement between the lower floor beam 14 and the upper floor beam 16 moving rightward.
Is added, the sliding mechanism 40 moves the beam 1 as shown in FIG.
6 translates rightward. The inner plate 30 of the damping wall 20 fixed to the beam 16 by the parallel movement of the beam 16 moves in the viscous fluid 21 in the container 22, and the vibration of the parallel movement due to the earthquake is attenuated by viscous resistance at this time.

The upper plate 42 moves together with the upper beam 16, but the lower plate 41 does not move because it is fixed by the supporting columns 35 and 36, and is in a state as shown in FIG. That is, the bolt 44 and the nut 45 move in the elongated hole 46, and this movement is smoothly performed by the slide plate 43. Therefore, the movement of the inner plate 30 with respect to the container 22 of the vibration damping wall 20 is not hindered, and a reliable vibration damping action is performed.

The beam 16 above the damping wall 20 is replaced by the beam 14 below.
On the other hand, when a relative motion such as moving to the right acts on the container 22 of the damping wall 20 as described above, a rotational force M1 in the clockwise direction acts on the container 22 of the damping wall 20, and the left supporting column 35 An upward force acts on the left portions of the upper and lower beams 16 and 14 to generate a downward shear force R1 as a vertical load. Also,
A downward force acts on the right supporting column 36, and the upper and lower beams 1
An upward shearing force R2 is generated as a vertical load on the right side of 6,14. When the relative motion is in the left direction, the above is reversed, and an upward shearing force R1 is generated in the left supporting column 35,
A downward shearing force R2 is generated in the right attachment column 36.

However, these downward shear forces R
1. Since the upward shearing force R2 is borne by the supporting columns 35 and 36, it is not necessary to increase the strength of the beam. As described above, since the shearing forces R1 and R2 due to the vibration damping of the damping wall 20 are borne by the supporting columns 35 and 36, it is necessary to extremely increase the beam strength even if the damping performance of the damping wall is increased. No, beam design becomes easier. In addition, pillar 12 which is main pillar
Since the vertical force burden is reduced by the supporting columns 35 and 36, a thin column material can be used when designing with equal strength, and material saving can be achieved. When the same column material is used, the strength is reduced. Can increase.

The damping wall 20 and the structure 10 having the damping wall according to the present invention have the above-described structure. When the structure is a high-rise building, as shown in FIG. Will be installed. FIG. 5A is a front view of a main part of a four-story structure having a vibration control wall, and FIG. 5B is a front view of a main part of a six-story structure having a vibration control wall. FIG. 5A shows the damping wall 20.
This is an example of installation at the same location on each floor as shown in FIG. 1. When a force Q2 acts on the structure due to, for example, a rightward displacement difference due to an earthquake or the like, a downward shear force is applied to the left supporting column 35. R1 to R4 act, and upward shearing forces R1 to R4 act on the right-hand side pillar 36. These resultant forces F3 and F4 = 2 (R1 + R2 + R3 + R4) act on the underground structural members such as the underground beams, and the downward resultant force F3 corresponding to the left supporting column and the upward resultant force F3 corresponding to the right supporting column. The resultant force F4 acts. Therefore, the underground structural member has the strength to withstand these resultant forces.

FIG. 5B shows an example in which the damping walls 20 are installed alternately on each floor. The damping walls are installed on the left side on odd-numbered floors, on the right side on even-numbered floors, and on the right side of odd-numbered floors. The sill and the sill on the left side of the even-numbered floor are installed so as to be aligned. On the first, third and fifth floors, three studs 4 are arranged in a straight line corresponding to the right-hand side pillars on the second, fourth and sixth floors.
8 are installed, and on the second and fourth floors, two studs 49 are installed on a straight line corresponding to the left-hand side pillars of the first, third and fifth floor vibration control walls.

When a force Q3 acts on the upper side of the structure due to, for example, a rightward displacement difference due to an earthquake or the like, when the force Q3 is applied,
, Downward shear forces R1 to R6 are generated on the left side pillar 35, and upward shear forces R1 to R6 are generated on the right side pillar 36. And the shear force at the center of the beam, ie 1,
3, 5th floor downward shear force R1, R3, R5, 2,
The upward shear forces R2, R4, R6 on the fourth and sixth floors are canceled out, and the downward shear forces 2 (R2 +
R4 + R6) and upward shearing force 2 (R1 + R3 + R5) on the right of the second, fourth and sixth floors remain.

For this reason, in the underground structure, the resultant force F5 = 2 (R2 + R4 +
R6) acts via the stud 49, and the resultant force F6 = 2 (R1 + R3 + R) of the upward shearing force corresponding to the right-hand side support post
5) acts via the stud 48. In the case of this example, since the shearing force from the center is canceled, FIG.
As compared with the case where the damping wall 20 is installed at the same place as described above, the resultant force acting on the underground structure is reduced, and there is no problem even if the strength of the underground structure is reduced. Thus, FIG.
In the examples of (a) and (b), the shear force does not act on the beam,
Since it works directly on the underground structure, the calculation of the strength of the beam is easy, the design is easy, and the size of the beam can be reduced.

Next, another embodiment of a structure having a vibration control wall according to the present invention will be described with reference to FIGS. FIG. 6 is a front view of a main part of another embodiment of a structure having a vibration damping wall according to the present invention, FIG. 7A is an enlarged sectional view taken along line EE of FIG. 6, and FIG. It is an exploded sectional view of other embodiments of a connection pin. In this embodiment, configurations that are substantially the same as those in the above-described embodiment are denoted by the same reference numerals, and detailed description thereof is omitted. The horizontal structural members connecting the columns 12, 12, which are vertical structural members, are
Frame member 50 which is located on the upper side and supports the inner plate 30
And a protruding member 51 extending from the column 12 (only one is shown)
Are connected by a connecting pin 55. The protruding member 51 has a large height at the root portion to be welded to the column 12 and has a lower side inclined such that the height decreases toward the tip. Two plates 52, 52 are fixed to the distal end of the protruding member 51 by welding or the like, and a through hole into which the connecting pin 55 is inserted is formed in these plates.

The frame member 50 is made of an H-shaped steel smaller in size than the commonly used H-shaped steel, and has through holes at both end portions into which the connecting pins 55 are inserted. , 52, and a connecting pin 55 is inserted therethrough. A damping wall 20 is installed between the frame member 50 and a frame member on a lower floor (not shown), and the container 22 is fixed to the frame member on the lower floor,
The inner plate 30 is fixed to the frame member 50. The supporting pillar 35 fixed to both sides of the container 22 has a lower end fixed to the frame member of the lower floor, and an upper end fixed to the sliding mechanism 4.
0 to the frame member 50 on the upper floor. As described above, since the vertical force in the vertical direction of the frame member 50 is borne by the auxiliary pillar 35 in both compression and tension, a small H-shaped steel can be used. Sliding mechanism 4
Numeral 0 is substantially the same as the above-described embodiment.

The connecting pin 55 has a cylindrical body 56 at the center.
And disk portions 57, 5 larger in diameter than the body portions located on both sides thereof.
7 and bolts 58 and nuts 59 for connecting them, and are inserted into the through holes of the frame member 50 and the plates 52, 52 to connect them. The inner diameter of the through hole is set slightly larger than the outer diameter of the body portion 56, and the width of the body portion 56 is determined by the thickness of the central web of the frame member 50 and the thickness of the plate 5.
Since the thickness is set slightly larger than the sum of the thicknesses of the frame members 2 and 52, the frame member 50 can rotate at the connection pin 55 with respect to the plates 52 and 52.

In the embodiment shown in FIGS. 6 and 7, when a vibration such as an earthquake acts on a structure, the damping wall causes the inner plate 30 to move in parallel with the container 22 due to the relative motion of the vibration. Vibration is attenuated by resistance. This parallel movement is caused by the sliding mechanism 4 between the supporting column 35 and the frame member 50.
0 is performed smoothly. When a rotational force acts on the container 22 due to the parallel movement, a shearing force is generated on the beam in opposition to the rotational force. Therefore, the design of the beam is facilitated, and the size of the beam can be reduced. In this example, the beam has a configuration in which the frame member 50 and the protruding member 51 are connected to each other by the connecting pin 55 via the plates 52, 52. Since the beam can rotate at the connecting pin 55, the beam is protected against an earthquake or the like. More flexible.

The connecting pin is replaced with the above-mentioned example in FIG.
(B). That is, the connecting pin 60 is composed of a body portion 61, two disk portions 62, 62 and countersunk screws 63, 63 for connecting these, and countersunk screws 63, 63 are screwed into the center of the body portion 61. The female screw portion to be formed is formed. Also in this connection pin 60, the frame member 50 and the protruding member 51 can be rotatably connected similarly to the connection pin 55 described above. The frame member 5
The connection between the 0 and the protruding member 51 may be configured to be non-rotatably connected by a normal high tension bolt.

Next, a description will be given of an embodiment of a damping wall having a supporting pillar made of concrete and a structure having the damping wall, with reference to FIGS. FIG. 8 is a horizontal cross-sectional view of a principal part of a vibration control wall having a concrete supporting column, FIG. 9 is a horizontal cross-sectional view of a main part of a concrete damping wall having another concrete supporting column, and FIG. It is process drawing which shows the manufacturing method of the 9th damping wall. FIG. 8 shows a schematic half of the left-right symmetry. In FIG. 8, the damping wall 20 includes a container 22 and a viscous fluid 21 injected into the container, similarly to the above-described embodiment.
And an inner plate 30 that can translate in a viscous fluid. A concrete supporting column 70 is fixed to an end of the container 22 in the surface direction, and the covering portion 71 covers the flat surface of the container with concrete integrated with the supporting column 70. The supporting column 70 is installed between a beam on the upper floor and a beam on the lower floor via a sliding mechanism (not shown) as in each of the above-described embodiments, and acts in the vertical tension and compression directions acting on the beam. And exerts the same operational effects as the above-described embodiments.

FIG. 9 also shows a schematic half of the left-right symmetry.
In FIG. 9, a concrete supporting column 75 is fixed to an end of the container 22 of the damping wall 20 in the surface direction, and a heat insulating material 76 such as expanded polystyrene is disposed on both sides of the flat plate of the container 22. This is to prevent the temperature of the viscous fluid 21 of the wall 20 from rising. By arranging the heat insulating material 76, the concrete covering portion 77 has the same width as the supporting column 75, and the portion of the damping wall 20 and the supporting column 75 are in a flat state. Also in this example, the same operation and effect as those in the example of FIG. 8 described above are obtained, and in this example, an effect that the heat insulation performance of the damping wall 20 can be further improved is obtained.

A method for manufacturing the concrete pillar 75 shown in FIG. 9 will be described with reference to FIG. First, as shown in (a), a temporary plate 80 is inserted into the container 22 of the vibration damping wall 20 to prevent the container from being crushed, and heat insulating materials 76, 76 are arranged outside the flat plate of the container 22. The mold 81 is set up and concrete 82 is filled in the mold 81. Next, as shown in (b), the mold 81 and the temporary plate 80 are removed, and the viscous fluid 21 is injected into the container 22. Then, as shown in FIG.
1 and the inner plate 30 is inserted into
The damping wall is completed.

With reference to FIG. 11, an example of a steel concrete concrete splint in which a steel frame is inserted into a concrete splint will be described. 11A is a front view of a partially broken state, FIG. 11B is a sectional view taken along line FF of FIG. 11A, FIG. 11C is an exploded perspective view of a main part showing a sliding mechanism, and FIG. It is a principal part sectional view which follows the GG line of (a). The lower horizontal structural member is a concrete floor 85, and the upper horizontal structural member is a concrete floor 86. H-shaped steel reinforcing beams 87, 88 are embedded in the floors 85, 86, and the damping wall 20 is installed between these reinforcing beams. The vibration damping wall 20 has the same configuration as that of the above-described embodiment, and includes a container 22, a viscous fluid 21 injected into the container, and an inner plate 30 that can move in parallel in the viscous fluid. . And the container 22
H-shaped steel columns 90, 90 are fixed to both outer sides of the steel sheet.

The supporting column 90 and the reinforcing beam 87 embedded in the lower floor 85 are fixed by welding or the like.
0 and the upper reinforcing beam 88 are connected by a sliding mechanism 92 which supports a vertical load and allows horizontal movement. That is, the sliding mechanism 92 has a horizontally elongated slot 93 formed at both ends of the upper reinforcing beam 88, two sliding plates 94 fixed to the upper end of the supporting column 90 and in contact with the web of the reinforcing beam 88, 94, and a moving pin 95 supported between these sliding plates and inserted into the elongated hole 93. Reinforcement beam 88
The lower flanges at both ends are formed with through grooves in the longitudinal direction so that the sliding plates 94 can move. The supporting columns 90, 90 and the container 22 of the damping wall are made of concrete 9
6, and a heat insulating material 97 is disposed in contact with one flat plate of the container 22.

A reinforcing beam 87 embedded in the lower floor 85 due to an earthquake or the like and a reinforcing beam 8 embedded in the upper floor 86
When a relative motion occurs between the damper 8 and the
The upper reinforcing beam 88 moves via the sliding mechanism 92 with respect to the supporting columns 90, 90 fixed to the second and reinforcing beams 87. That is, the two sliding plates 94 move with respect to the web of the reinforcing beam 88, and the moving pin 95 moves in the elongated hole 93. In this way, the upper reinforcing beam 88 is attached to the supporting columns 90, 9
Because it can move relatively parallel to zero, the damping wall 2
The zero inner plate 30 can be smoothly translated in the container 22, and the vibration of the earthquake is attenuated by viscous resistance at that time. Reinforcement beams 87, 8 oppose the rotational force generated in the container 22 due to this damping.
The shear force generated at 8 is applied to both the columns 90 and 90, both in compression and in tension.
, The design of the floor including the reinforcing beams is facilitated, and the beams can be reduced in size.

It should be noted that the concrete pillars may be reinforced concrete pillars in addition to the above examples.

[0037]

As described above, according to the present invention,
In the case of damping walls and structures with damping walls, the calculation of beam strength is facilitated by allowing the shearing forces acting on the beams to be borne by the support members on both outer sides, which facilitates not only the design of the beam, but also the structure. This has the effect of reducing the vertical force burden on the main pillar of the object and achieving downsizing of the beam.

[Brief description of the drawings]

FIG. 1A is a front view of a main part of an embodiment of a damping wall according to the present invention and a structure including the damping wall, and FIG.
FIG. 3 is a sectional view taken along line AA of FIG.

FIG. 2A is an enlarged front view of a main part of FIG. 1A, FIG.
FIG. 3 is a sectional view taken along line BB of FIG.

3A is a cross-sectional view taken along line CC of FIG. 2A, FIG.
FIG. 3 is a sectional view taken along line DD of FIG.

FIG. 4 is an enlarged front view of a main part showing a moving state of FIG. 2 (a).

5A is a front view of a main part of a four-story structure having a vibration control wall, and FIG. 5B is a front view of a main part of a six-story structure having a vibration control wall.

FIG. 6 is a front view of a main part of another embodiment of the structure including the vibration damping wall according to the present invention.

FIG. 7A is an enlarged sectional view taken along line EE of FIG. 6;
(B) is an exploded sectional view of another embodiment of the connecting pin.

FIG. 8 is a cross-sectional view of a principal part in a horizontal direction of a vibration control wall provided with a concrete supporting column.

FIG. 9 is a cross-sectional view of a principal part in a horizontal direction of a vibration control wall provided with another concrete supporting column.

FIG. 10 is a process chart showing a method for manufacturing the vibration damping wall of FIG. 9;

FIG. 11 (a) is a front view of a state in which a part of a structure provided with a damping wall with an attached pillar made of steel concrete is partially broken,
(B) is a sectional view taken along line FF of (a), (c) is a developed perspective view of a main part showing a sliding mechanism, and (d) is a cross sectional view of a main part taken along line GG of (a).

12A is a front view of a main part of a conventional damping wall and a structure including the damping wall, FIG. 12B is a central longitudinal sectional view of FIG.
(C) is a principal part front view of the structure in the state where the conventional damping walls were alternately arranged.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 10 Structure 12 Vertical member (pillar) 14 Horizontal member (beam) of lower floor 16 Horizontal member (beam) of upper floor 20 Vibration control wall 21 Viscous fluid 22 Container 23, 24 Plate 25 Side plate 26 Bottom plate 27 Flange plate 30 Inner plate 35, 36 Attached column 37 Joint column 40 Sliding mechanism 41 Lower plate 42 Upper plate 43 Sliding plate 44 Bolt 45 Nut 46 Long hole 47 Cylindrical member 48, 49 Stud 50 Frame member 51 Projecting member 52 Plate 55, 60 Connecting pin 56, 61 Body 57, 62 Disc 58 Bolt 59 Nut 63 Countersunk Screw 70, 75 Attached Column 71, 77 Covering Part 76 Insulation Material 80 Temporary Board 81 Form 82 Concrete 85, 86 Floor 87, 88 Reinforcement Beam 90 Attached Column 92 Sliding mechanism 93 Long hole 94 Sliding plate 95 Moving pin 96 Concrete 97 Insulation material

Claims (10)

[Claims] 1. A container having an upper portion opened and filled with a viscous fluid therein, and an inner plate located in the container and movable in the viscous fluid, and a vertical load is applied to both outer sides of the container. A vibration control wall comprising a support member having a sliding mechanism that supports and allows horizontal movement. 2. The vibration damping wall according to claim 1, wherein the supporting member is a supporting pillar formed of a steel frame. 3. The vibration control wall according to claim 1, wherein the support member is made of a concrete material and covers the container. 4. The damping wall according to claim 1, wherein the support member is made of a steel concrete material. 5. A vertical structural member, a horizontal structural member, and a vibration control wall located between parallel horizontal structural members, wherein the vibration control wall is fixed to a horizontal structural member on a lower floor, is open at an upper side, and is internally provided. It is composed of a container in which the viscous fluid is injected, and an inner plate fixed to the horizontal structural member on the upper floor and located in the container and movable in the viscous fluid, and supports vertical loads on both outer sides of the container. A structure having a vibration control wall, comprising: a support member having a sliding mechanism that allows horizontal movement. 6. The structure according to claim 5, wherein the support member is a supporting pillar formed of a steel frame. 7. The structure according to claim 5, wherein the supporting member is made of a concrete material and covers the container. 8. The structure according to claim 5, wherein the support member is made of a steel concrete material. 9. The horizontal structural member according to claim 5, wherein the horizontal structural member is formed by connecting a frame member supporting the vibration control wall and a projecting member extending from the vertical structural member. A structure comprising the damping wall described in the above. 10. The structure according to claim 9, wherein the frame member and the projecting member are connected by a connecting pin.