JP7687585B2 - Vibration Control Panel - Google Patents

Description

The present invention relates to a vibration control panel.

Damping panels are sometimes installed within the building's structural surface, acting as auxiliary damping members that damp the horizontal force (seismic force) during an earthquake when that force acts on the structural surface. Such damping panels are proposed, for example, in Patent Document 1.

Patent Document 1 describes a column-beam joint structure that includes a vibration-damping panel (here, an additional vibration-damping body), and specifically, in a column-beam joint structure in which an additional vibration-damping column that constitutes an additional vibration-damping body is joined to the structural surface of a building formed by steel beams and steel columns, a first connecting metal is attached to the steel beam, a second connecting metal is attached to the additional vibration-damping column, two inclined steel plates are joined to a base plate at the first connecting metal, and two inclined steel plates are joined to a base plate at the second connecting metal, the steel plates are in surface contact with each other, and first and second holes are opened at corresponding positions in both steel plates, at least one of which is a long hole extending in the longitudinal direction of the additional vibration-damping column, through which a bolt is inserted and bolted.

JP 2020-105892 A

The additional vibration damping body constituting the column-beam joint structure described in Patent Document 1 can provide a column-beam joint structure that has in-plane rigidity and out-of-plane rigidity without receiving load from the structural beams. Patent Document 1 also shows an additional vibration damping body in the form of two dampers attached between two vibration damping columns, spaced apart in the longitudinal direction of the columns.

The number of dampers required to achieve the desired seismic force attenuation performance from the vibration control panel is installed between the two vibration control columns, but Patent Document 1 does not state that the dampers should be installed in optimal positions taking into account the amount of deformation of the vibration control columns when subjected to horizontal forces (horizontal loads) during an earthquake.

The present invention was made in consideration of the above problems, and aims to provide a vibration control panel in which dampers are installed in optimal positions that take into account the amount of deformation of the vibration control columns when the building is subjected to a horizontal load.

In order to achieve the above object, one aspect of the vibration damping panel according to the present invention is
A vibration control panel attached to a steel beam of a building structure formed by a steel beam and a steel column,
Two vibration control columns attached to the steel beam and arranged with a predetermined panel width;
A plurality of dampers connecting the two vibration control columns,
The dampers are arranged at intervals of a predetermined ratio in the longitudinal direction of the vibration control column,
The predetermined ratio interval is set so that the amount of displacement of the vibration control column is minimized when a horizontal load acts on the vibration control panel.

According to this aspect, in a vibration-damping panel having two vibration-damping columns arranged with a predetermined panel width and a plurality of dampers connecting the two vibration-damping columns, the plurality of dampers are arranged at a predetermined interval in the longitudinal direction of the vibration-damping columns, and this predetermined interval is set so that the displacement of the vibration-damping columns is minimized when a horizontal load (particularly a horizontal force during an earthquake) acts on the vibration-damping panel. This makes it possible to maximize the vibration-damping effect of the vibration-damping panel (the rigidity and damping performance of the vibration-damping panel) by increasing the deformation of each damper. For example, two or three or more dampers can be arranged at a ratio interval at which the displacement of the vibration-damping columns is minimized, with the predetermined panel width between the two vibration-damping columns kept constant. Alternatively, in order to improve the rigidity and fatigue performance of the vibration-damping panel, the predetermined panel width between the two vibration-damping columns can be adjusted while arranging two or three dampers at a ratio interval at which the displacement of the vibration-damping columns is minimized.

For example, when there are two dampers, the ratio of the length from the top end to the upper damper, the ratio from the upper damper to the lower damper, and the ratio from the lower damper to the bottom end are set so that the displacement of the vibration-damping column is minimized. When there are three dampers, the ratio of the length from the top end to the bottom end of the vibration-damping column to the top damper, the ratio from the upper damper to the middle damper, the ratio from the middle damper to the lower damper, and the ratio from the lower damper to the bottom end are set so that the displacement of the vibration-damping column is minimized. In addition, the set ratios can be calculated by creating a two-dimensional or three-dimensional model in a computer that incorporates vibration-damping panels into the frame, and carrying out structural analysis or structural calculations in which a specified horizontal load is applied to the frame.

Here, the building's structural surface is formed by a number of steel columns made of shaped steel materials such as square steel pipes and H-shaped steel, and steel beams connecting each steel column. The structure forming the building's structural surface may be either a brace structure (where the joints between the steel beams and the steel columns are pin-jointed) or a rigid frame structure (where the joints between the steel beams and the steel columns are rigidly joined). The vibration-damping panel of this embodiment has vibration-damping columns and various dampers, and the dampers function against horizontal loads during strong winds and earthquakes without bearing the vertical load of the building. In addition, the vibration-damping panel of this embodiment is an additional vibration-damping body that does not bear the vertical load of the building and can absorb the deflection of the beams (here, steel beams) that form the structural surface of the building. As the damper, a damper made of shaped steel materials such as H-shaped steel and channel steel made of (extremely) low yield point steel plate, an oil damper, a viscoelastic damper, a friction damper, etc. can be applied.

In another aspect of the vibration control panel of the present invention, two dampers are provided, and the predetermined ratio interval is in a ratio of 16:27:16 with respect to the length from the top to the bottom of the vibration control column.

According to this embodiment, two dampers are disposed between two vibration-damping columns, and the predetermined ratio interval is 16:27:16 with respect to the length from the top to the bottom of the vibration-damping columns, so that it is possible to minimize the displacement of the vibration-damping columns while maximizing the vibration-damping effect of the vibration-damping panel. Here, in this specification, the ratio interval "16:27:16" includes a fraction resulting from an error length of ±5 mm, and even if there is an error length within this range, the ratio interval is rounded to "16:27:16". The ratio interval "16:27:16" described above is based on the results of analysis calculated by the inventors in a structural analysis, and it has been identified that the ratio interval that minimizes the displacement of the vibration-damping columns is the above ratio in all three types of vibration-damping panels with different heights that are highly applicable.

Another aspect of the vibration control panel of the present invention is characterized in that a reinforcing plate is attached to each of the inner surfaces of the two vibration control columns, and the dampers are fixed to both reinforcing plates.

According to this aspect, the end of the damper is attached to the vibration control column via a reinforcing plate, so that the reinforcing plate resists the axial force caused by the bending moment entering the vibration control column from the damper, stiffening the vibration control column and increasing the strength of the connection between the vibration control column and the damper. Furthermore, since a flat reinforcing plate is attached to the vibration control column, the damper can be easily attached to the vibration control column. For example, the reinforcing plate can be attached in advance to the end of the damper by welding or bolting, and the reinforcing plate can be welded or bolted to the inner surface of the vibration control column.

In another aspect of the vibration control panel of the present invention, the damper is a Σ-shaped device made of steel, with a Σ-shaped cross section perpendicular to the panel width direction.

According to this aspect, by applying a Σ-shaped device made of steel to the damper, it is possible to apply a damper with the highest overall evaluation of vibration control performance and manufacturing costs compared to other types of dampers. Here, the Σ-shaped device (Σ-shaped damper) made of steel has flanges made of flat steel on the top and bottom, and between the top and bottom flanges there is a web made of flat steel bent into a V shape. The web has a shape in which the top and bottom flat steel plates open into a V shape, and with this configuration, the web has both vertical shear rigidity and vertical deformation performance. Therefore, it can effectively absorb earthquake energy with strength and flexibility against excessive horizontal forces during major earthquakes.

As can be understood from the above explanation, the vibration control panel of the present invention can provide a vibration control panel in which dampers are installed in optimal positions that take into account the amount of deformation of the vibration control columns when the building is subjected to a horizontal load.

FIG. 1 is a front view of a structural surface of a building equipped with an example of a vibration control panel according to an embodiment. FIG. 2 is an enlarged front view of an example of a vibration damping panel according to an embodiment. FIG. 3 is a view taken along the line III-III of FIG. 2. 4 is a view taken along the line IV-IV in FIG. 2. An oblique view of an example of a first connecting metal piece and a second connecting metal piece. 1 is a perspective view of an example of a column-beam joint structure between a vibration control panel according to an embodiment and a beam of a structural face, viewed from a certain direction. 13 is a perspective view of an example of a column-beam joint structure between a vibration control panel according to an embodiment and a beam of a structural face, viewed from a different direction. FIG. 13A and 13B are both perspective views showing modified examples of the second connecting metal member.

The vibration-damping panel according to the embodiment will be described below with reference to the attached drawings, together with the column-beam joint structure between the vibration-damping panel and the beams of the structural member. Note that in this specification and the drawings, substantially identical components may be designated by the same reference numerals to avoid redundant description.

[Embodiment]
<Building structure>
First, a structural surface of a building including an example of a vibration-damping panel according to an embodiment will be described with reference to Fig. 1. Here, Fig. 1 is a front view of a structural surface of a building including an example of a vibration-damping panel according to an embodiment.

The structural surface 10 of the building shown in the figure has a frame formed by steel columns 2 and steel beams 1. If the joints between the steel columns 2 and steel beams 1 are rigid joints, the frame 10 forms a rigid frame. If the joints between the steel columns 2 and steel beams 1 are pin joints, the frame 10 forms a braced frame. In the case of a braced frame, for example, a load-bearing wall (not shown) with a width of 0.5P or 1P (1P is approximately 910 mm) may be incorporated into the structural surface.

A rigid connection between the steel column 2 and the steel beam 1 can be formed, for example, by joining the two with multiple high tension bolts, by welding the steel beam 1 to the steel column 2, or by joining the two with multiple medium bolts spaced apart at a specified distance. On the other hand, a pin connection between the steel column 2 and the steel beam 1 can be formed, for example, by joining the two with multiple medium bolts spaced apart relatively closely. In this specification, "welding" refers to appropriate welding, such as groove welding (full penetration welding, partial penetration welding) and fillet welding, that is selected according to the strength required for the connection and the type of connection (rigid connection, pin connection).

A base plate 2a is fixed to the foundation K by anchor bolts (not shown) or the like, and a steel column 2 is erected, joined to the base plate 2a by welding or the like. Note that the steel column 2 in the illustrated example is formed from an H-shaped steel beam, but it may also be a steel column formed from a square steel pipe. Also, the structural surface 10 in the illustrated example shows a part of the structural surface of the first floor, but the structural surface of the building in which the vibration control panel 20 is incorporated may be the second floor or higher, in which case the floor beams of the lower floor are arranged instead of the foundation K.

The vibration control panel 20 incorporated inside the structural surface 10 has two vibration control columns 3 and two dampers 4 arranged between the two vibration control columns 3. Note that the number of dampers 4 is not limited to the illustrated example, and three or more dampers may be used.

The vibration-damping column 3 is made of H-shaped steel, and the leg 5 is welded to the H-shaped steel at the base of the column. The leg 5 has a base 5a, which is made of multiple plates welded together, a base plate 5b, and anchor bolts 5c, and the base plate 5b is fixed to the foundation K via the anchor bolts 5c.

Of the two vibration control columns 3, a reinforcing plate 21 is welded to the inner surface of the opposing flanges, and a Σ-shaped damper 4 (or Σ-shaped device) made of steel material with a Σ-shaped cross section is welded to the pair of reinforcing plates 21. The Σ-shaped damper 4 has flanges made of flat steel on the top and bottom, and a web made of flat steel bent into a V shape between the top and bottom flanges. The web has a shape in which the top and bottom flat steel plates open into a V shape, and this configuration gives the web both vertical shear rigidity and vertical deformation performance. Therefore, it can effectively absorb earthquake energy with strength and flexibility against excessive horizontal forces during large earthquakes. In addition to the Σ-type damper, the damper 4 may be a damper made of shaped steel such as H-shaped steel or channel steel made of (extremely) low yield point steel plate, an oil damper, a viscoelastic damper, or a friction damper, but the Σ-type damper is the most suitable, as it has the highest overall evaluation of vibration control performance and manufacturing costs.

A column-beam joint structure 30 is formed within the structural surface 10 by the steel beams 1 of the building, the vibration-damping columns 3 that form the additional vibration-damping body 20, and the first and second connecting metals 40 and 50 that connect them. The specific configuration of this column-beam joint structure 30 is described in detail below.

<Vibration control panel>
Next, an example of a vibration damping panel according to an embodiment will be described with reference to Fig. 2 to Fig. 4. Here, Fig. 2 is an enlarged front view of the example of the vibration damping panel according to the embodiment, and Figs. 3 and 4 are views taken along the lines III-III and IV-IV in Fig. 2, respectively.

When the width between the anchor bolts 5c of the two vibration control columns 3 is taken as the panel width, the panel width in the illustrated example is 455 mm, which corresponds to 0.5P. In addition to the illustrated example, the panel width can be set to various widths such as 500 mm, 0.25P, and 1P.

For example, the vibration control panel 20 in the illustrated example can be incorporated into the structural surface of a heavy steel frame rigid-frame building with three or more floors. The vibration control column 3 in the illustrated example is formed from H-shaped steel such as H-200x75x6x9, but the vibration control column may also be formed from a rectangular steel pipe or a braided column made from two types of rectangular steel pipes, □-125x75x6.0 and □-75x75x6.0.

A reinforcing plate 21 is attached to the inner surface of each of the two vibration control columns 3 by welding, and the ends of the damper 4 are fixed to both reinforcing plates 21 by welding.

In this way, by attaching the end of the damper 4 to the vibration control column 3 via the reinforcing plate 21, the reinforcing plate 21 resists the axial force caused by the bending moment from the damper 4 to the vibration control column 3, stiffening the vibration control column 3 and increasing the strength of the connection between the vibration control column 3 and the damper 4.

A second connecting metal 50 is fixed to the upper end of each of the two vibration control columns 3, and the first connecting metal 40 and the second connecting metal 50, which are fixed to the steel beams 1 of the building's structural face 10, are joined together so that they can slide freely relative to each other, forming a column-beam connection structure 30.

In Figure 2, three different lengths are shown for the length from the top to the bottom of the vibration control column 3 (here, the length between the top surface of the foundation K and the bottom surface of the steel beam 1).

These three lengths indicate the heights (lengths) of three different embodiments of the vibration-damping panel 20, and more specifically, the three heights when the panel width is set to 455 mm. The lengths of the three types of vibration-damping panels 20 are 2630 mm, 2950 mm, and 2470 mm.

In an embodiment where the length of the vibration-damping panel 20 is 2630 mm, the length from the upper end of the vibration-damping panel 20 (the lower surface of the steel beam 1) to the upper damper 4, the length from the upper damper 4 to the lower damper 4, and the length from the lower damper 4 to the lower end of the vibration-damping panel 20 (the upper surface of the foundation K) are 715 mm, 1200 mm, and 715 mm, respectively, and the ratio intervals between them are set to 16:27:16.

On the other hand, in another embodiment in which the length of the vibration control panel 20 is 2950 mm, the lengths are 800 mm, 1350 mm, and 800 mm from top to bottom, and the ratio between them is set to 16:27:16.

In yet another embodiment where the length of the vibration control panel 20 is 2470 mm, the lengths from top to bottom are 670 mm, 1130 mm, and 670 mm, and the ratio between them is set to 16:27:16.

Thus, there are several embodiments of the vibration control panel 20 with different height dimensions, but in all cases, the two dampers 4 are arranged inside the two vibration control columns 3 so that the ratio of the spacing from the top is 16:27:16.

This ratio interval of "16:27:16" is based on the results of a structural analysis calculated by the inventors. Specifically, the inventors created a two-dimensional or three-dimensional model in a computer that incorporated vibration control panels into a structure, and performed a structural analysis in which a predetermined horizontal load was applied to the structure.

In this case, the panel width was set to 455 mm, and three types of vibration-damping panels with high applicability, 2630 mm, 2950 mm, and 2470 mm, were modeled. In each model, the position of the two dampers was changed as a parameter, and the position of each damper that minimized the displacement of the vibration-damping column model was identified in a structural model incorporating each vibration-damping panel model. The analysis showed that in all three types of vibration-damping panel models, the displacement of the vibration-damping column model could be minimized by installing the two dampers at positions spaced apart in a ratio of "16:27:16" from the top.

Even if the vibration control panel includes, for example, three dampers, it is desirable to perform a similar analysis and identify the position of each damper that minimizes the displacement of the vibration control column model.

The ratio interval of "16:27:16" includes the fraction resulting from the error length of ±5 mm, and even in the examples having an error length within this range, the ratio interval is rounded up to include a vibration control panel equipped with two dampers at a position where the ratio interval is "16:27:16".

By applying the vibration control panels 20 according to the three embodiments described above, when a horizontal load (particularly a horizontal force during an earthquake) acts on the vibration control panel 20, the amount of displacement of the vibration control column 3 is minimized, and each damper 4 undergoes maximum deformation, thereby maximizing the vibration control effect of the vibration control panel 20.

Here, as shown in FIG. 3, the two anchor bolts 5c of the foundation are centrally arranged at equal distances from the center of the base plate 5b to the left and right, and similarly, as shown in FIG. 4, the base plate 51 forming the second joint metal 50 of the column head is arranged at the center of the steel beam 1, and the steel plate 52 is arranged at the center of the base plate 51 (on the center line between the top and bottom). That is, the vibration-damping panel 20 in the illustrated example is a centrally arranged vibration-damping panel arranged along the center line of the frame 10, and is arranged when both sides of the vibration-damping panel 20 are indoor spaces. In contrast, when one side of the vibration-damping panel 20 is an indoor space and the other side is an outdoor space, the vibration-damping panel 20 is arranged eccentrically, and one anchor bolt is arranged in an eccentric position in the foundation, and similarly, the base plate 51 is eccentrically arranged at the column head in a position shifted from the center of the steel beam 1 toward the outdoor side, and the steel plate 52 is eccentrically arranged at a position shifted from the center line of the base plate 51. Note that illustration of the eccentric arrangement is omitted.

<Column beam joint structure>
Next, an example of a column-beam joint structure between a vibration-damping panel according to the embodiment and a beam of a structural surface will be described with reference to Fig. 5 to Fig. 8. Fig. 5 is a perspective view of an example of a first joint metal and a second joint metal. Fig. 6 and Fig. 7 are perspective views of an example of a column-beam joint structure between a vibration-damping panel according to the embodiment and a beam of a structural surface, as viewed from two directions, respectively.

As shown in FIG. 5, the first joint hardware 40 that is joined to the lower flange 11 of the steel beam 1 has a steel base plate 41 and two steel plates 42 that are inclined toward each other (central angle θ), and is formed by welding the two steel plates 42 to the base plate 41. The base plate 41 has a round hole 41a through which a bolt is inserted when the base plate 41 is bolted to the lower flange 11.

Both of the two steel plates 42 have round holes 42a through which the bolts 61 are inserted. The ends of the two steel plates 42 are joined together via welds Y, forming an L-shape in plan view. Here, the central angle θ is, for example, 90 degrees.

On the other hand, the second connecting metal 50 that is connected to the column head of the vibration control column 3 has a steel base plate 51 and two steel plates 52 that are inclined toward each other (central angle θ), and is formed by welding the two steel plates 52 to the base plate 51. In addition, the two steel plates 52 are each in surface contact with the two steel plates 42 of the first connecting metal 40.

Each of the two steel plates 52 has a long hole 52a through which the bolt 61 is inserted. The ends of the two steel plates 52 are joined together via a weld Y, forming an L-shape in plan view. Here, the central angle θ is, for example, 90 degrees.

The L-shaped steel plate 42 is placed inside the L-shaped steel plate 52 so that they are in surface contact with each other, and a hexagonal bolt 61, which is a medium bolt, is inserted through the corresponding round hole 42a and long hole 52a via a washer 63, and then tightened with a nut 62, thereby joining the first connecting metal 40 and the second connecting metal 50.

In Figure 5, L1 indicates the width direction of the structural face 10, and L2 indicates the direction perpendicular to this. The L-shaped steel plates 42, 52 are joined to the steel beam 1 and vibration control column 3 so that the direction of half the central angle, θ/2 (45 degrees when θ is 90 degrees), is oriented in the L2 direction.

As shown in Figures 6 and 7, the first connecting hardware 40 has a base plate 41 bolted to the lower flange 11 of the steel beam 1 with a hexagonal bolt 65 and a nut 66, and the second connecting hardware 50 has a base plate 51 welded to the column head of the vibration control column 3.

As shown in FIG. 6, the steel plate 52 of the second connecting metal 50 has a long hole 52a extending in the X direction, which is the longitudinal direction of the vibration control column 3, and the bolt 61 is inserted through it so as to be freely slidable in the X direction. In particular, the bolt 61 inserted through the long hole 52a is a medium bolt, which allows it to slide along the long hole 52a. With this configuration, when the building load (part of the load on the building or the self-weight of the building) is input to the first connecting metal 40 through the steel beam 1, the first connecting metal 40 slides in the X direction, which is the longitudinal direction of the vibration control column 3, relative to the second connecting metal 50. In this way, the first connecting metal 40 connected to the steel beam 1 slides in the longitudinal direction of the vibration control column 3 along the long hole 52a of the second connecting metal 50, so that no vertical load is input to the vibration control column 3 forming the vibration control panel 20, and therefore the vibration control column 3 does not bear the vertical load input to the first connecting metal 40.

As shown in FIG. 1, the horizontally extending steel beam 1 bends downward with the greatest amount of deflection at its center. For example, in a low-rise steel-framed building, a deflection of about 2 cm may be observed at the center. If the building having the structural face 10 is a newly constructed building, the vibration control panel 20 is already incorporated into the structural face 10 when the roof is finally constructed, and the steel beam 1 is generally bent downward at the stage when the roof is constructed. Also, if the building having the structural face 10 is an existing building and the vibration control panel 20 is retrofitted into the structural face 10, the steel beam 1 bends downward when the vibration control panel 20 is incorporated.

Even when the steel beam 1 is bent downward in this way, the first connecting metal 40 joined to the steel beam 1 slides in the longitudinal direction of the vibration control column 3 along the long hole 52a of the second connecting metal 50, so that the vertical load caused by the bending of the steel beam 1 is not input to the vibration control column 3 forming the vibration control panel 20. Therefore, the vibration control panel 20 can be incorporated into the structural surface 10 in such a manner that the vibration control column 3 absorbs the bending of the steel beam 1. In particular, in post-construction in which the vibration control panel 20 is incorporated into the structural surface 10 of an existing building, the vibration control panel 20 can be incorporated while absorbing the bending of the existing steel beam 1 (regardless of the bending), and therefore good workability can be enjoyed.

As a result of the above, the vibration control panel 20 can attenuate horizontal loads during strong winds and earthquakes by using its component dampers 4, without bearing the vertical load of the building.

In addition, because the two mutually inclined steel plates 42, 52 of the first connecting metal 40 and the second connecting metal 50 are in surface contact with each other, at least one of the two sets of steel plates 42, 52 in surface contact with each other can withstand the horizontal force regardless of the direction from which a horizontal force acts on the first connecting metal 40 and the second connecting metal 50. This results in a beam-column joint structure 30 that has both in-plane rigidity against horizontal forces in the in-plane direction of the structural surface 10 and out-of-plane rigidity against horizontal forces in the out-of-plane direction. Therefore, at least one of the two sets of steel plates 42, 52 in surface contact with each other can withstand horizontal forces in any direction of 360 degrees.

In the illustrated example of the beam-column joint structure 30, the first joint metal 40 and the second joint metal 50 have two steel plates 42, 53, both with a central angle θ of 90 degrees, and are attached so that the direction of θ/2, half the central angle, is oriented in a direction perpendicular to the width direction of the structural surface 10. Therefore, the two pairs of surface-contacting steel plates 42, 53 of the first joint metal 40 and the second joint metal 50 resist horizontal forces in the in-plane direction, which is the width direction of the structural surface 10, and also resist horizontal forces in the out-of-plane direction perpendicular to the width direction of the structural surface 10.

The vibration-damping panel 20 having the vibration-damping column 3 constituting the column-beam joint structure 30 can be incorporated into the structural face 10 while absorbing the deflection of the steel beam 1 without the vibration-damping column 3 bearing the vertical load of the building, and can therefore be an "additional vibration damping" non-structural member that does not affect the structural frame. In the illustrated example of the column-beam joint structure 30, the steel plate 52 of the second joint metal 50 has a long hole 52a and the steel plate 42 of the first joint metal 40 has a round hole 42a, but the steel plate 52 of the second joint metal 50 may have a round hole and the steel plate 42 of the first joint metal 40 may have a long hole, or both the steel plates 42, 52 may have long holes.

Next, a modified example of the second connecting metal will be described with reference to FIG. 8. Here, both FIG. 8(a) and (b) are perspective views showing modified examples of the second connecting metal. Note that FIG. 8 shows a representative modified example of the second connecting metal, but the same form can also be applied to modified examples of the first connecting metal.

The second connecting metal 50A according to the modified example shown in FIG. 8(a) is a metal in which a single steel plate 53 is bent into an L-shape via a bent portion 53a and welded to a base plate 51. Each piece of the steel plate 53 has a long hole 53b that runs along the longitudinal direction of the vibration control column 3.

On the other hand, the second connecting metal 50B according to the modified example shown in FIG. 8(b) is formed by welding two steel plates 52 to a base plate 51, but unlike the second connecting metal 50, the ends of the two steel plates 52 are not joined to each other at a weld Y. Although the rigidity of the entire second connecting metal is reduced compared to the second connecting metal 50, the effort required for welding can be reduced.

Other embodiments may be possible in which other components are combined with the configurations given in the above embodiments, and the present invention is in no way limited to the configurations shown here. In this regard, changes are possible without departing from the spirit of the present invention, and can be determined appropriately according to the application form.

1: Steel beam 2: Steel column 2a: Base plate 3: Vibration control column 4: Damper (Σ-type damper, Σ-type device)
5: Leg 5a: Footing 5b: Base plate 5c: Anchor bolt 10: Frame (structural surface)
11: Lower flange 20: Vibration control panel (additional vibration control body)
21: Reinforcement plate 30: Column-beam joint structure 40: First joint metal 41: Base plate 41a: Round hole 42: Steel plate 42a: Round hole 50, 50A, 50B: Second joint metal 51: Base plate 52, 53: Steel plate 52a, 53b: Slotted hole 53a: Bent portion 61: Bolt (hexagonal bolt)
62: Nut 63: Washer 65: Bolt (hexagonal bolt)
66: Nut K: Foundation Y: Welded part

Claims (3)

A vibration control panel attached to a steel beam of a building structure formed by a steel beam and a steel column,
Two vibration control columns attached to the steel beam and arranged with a predetermined panel width;
Two dampers connecting the two vibration control columns,
The two dampers are arranged at a predetermined interval in the longitudinal direction of the vibration control column,
A vibration-damping panel, characterized in that the specified ratio interval is set so that the amount of displacement of the vibration-damping pillar is smallest when a horizontal load acts on the vibration-damping panel, and has a ratio of 16:27:16 with respect to the length from the upper end to the lower end of the vibration-damping pillar. The vibration control panel according to claim 1, characterized in that a reinforcing plate is attached to each of the inner surfaces of the two vibration control columns, and the dampers are fixed to both of the reinforcing plates. The vibration control panel according to claim 1 or 2, characterized in that the damper is a Σ-shaped device made of steel, the cross section of which perpendicular to the panel width direction is Σ-shaped.

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