Vibration damping panel

Abstract

To provide a vibration control panel in which a deformation amount of vibration control columns when a building receives a horizontal load is taken into account, and a damper is installed at an optimal position.SOLUTION: A vibration control panel 20 mounted on a steel beam 1 of a structure plane 10 of a building formed of a steel beam 1 and a steel column 2 has: two vibration control columns 3 that are mounted on the steel beam 1 and are arranged so as to have predetermined panel widths; and a plurality of dampers 4 connecting the two vibration control columns 3, wherein the plurality of dampers 4 are arranged at a predetermined interval in a longitudinal direction of the vibration control columns 3, and the predetermined interval is set so that displacement amounts of the vibration control columns 3 are smallest when a horizontal load acts on the vibration control panel 20.SELECTED DRAWING: Figure 2

Description

Technical Field

[0001] The present invention relates to a vibration damping panel.

Background Art

[0002] Inside the building structure, a vibration damping panel, which serves as a damping auxiliary member for attenuating the horizontal force (seismic force) when the horizontal force during an earthquake acts on the structure, may be attached. For example, such a vibration damping panel is proposed in Patent Document 1.

[0003] Patent Document 1 describes a beam-column joint structure including a vibration damping panel (here, an additional vibration damping body). Specifically, in a beam-column joint structure in which an additional vibration damping column constituting the additional vibration damping body is joined to the building structure formed by a steel beam and a steel column, a first bonding alloy is attached to the steel beam, and a second bonding alloy is attached to the additional vibration damping column. In the first bonding alloy, two inclined steel plates are joined to the base plate, and in the second bonding alloy, two inclined steel plates are joined to the base plate. The steel plates are in surface contact with each other, and a first hole and a second hole are formed at corresponding positions of both steel plates. At least one of them is a long hole extending in the longitudinal direction of the additional vibration damping column, and bolts are inserted and bolted.

Prior Art Documents

Patent Documents

[0004]

Patent Document 1

Summary of the Invention

Problems to be Solved by the Invention

[0005] According to the additional vibration damping body that constitutes the column-beam joint structure described in Patent Document 1, it is possible to provide a column-beam joint structure having in-plane rigidity and out-of-plane rigidity without receiving a load from the beam of the structural surface. In Patent Document 1, an additional vibration damping body is shown in a form in which two dampers are attached at intervals in the longitudinal direction of the vibration damping column between two vibration damping columns.

[0006] By the way, between two vibration damping columns, the number of dampers necessary to exhibit the desired seismic force attenuation performance is installed by a vibration damping panel, but there is no description in Patent Document 1 about installing the damper at an optimal position in consideration of the deformation amount of the vibration damping column when receiving a horizontal force (horizontal load) during an earthquake.

[0007] The present invention has been made in view of the above problems, and an object thereof is to provide a vibration damping panel in which dampers are installed at optimal positions in consideration of the deformation amount of the vibration damping column when the building receives a horizontal load.

Means for Solving the Problems

[0008] To achieve the above object, one aspect of the vibration damping panel according to the present invention is a vibration damping panel attached to the steel beam of the structural surface of a building formed by a steel beam and a steel column, two vibration damping columns attached to the steel beam and arranged with a predetermined panel width, and a plurality of dampers connecting the two vibration damping columns, the plurality of dampers are arranged at predetermined proportional intervals in the longitudinal direction of the vibration damping column, and the predetermined proportional interval is set so that the displacement amount of the vibration damping column becomes the smallest when a horizontal load acts on the vibration damping panel.

[0009] According to this aspect, in a vibration control panel having two vibration control columns arranged with a predetermined panel width and a plurality of dampers connecting the two vibration control columns, the plurality of dampers are arranged at predetermined ratio intervals in the longitudinal direction of the vibration control columns, and this predetermined ratio interval is set so that the displacement amount of the vibration control columns becomes the smallest when a horizontal load (particularly, the horizontal force during an earthquake) acts on the vibration control panel. As a result, it becomes possible to increase the deformation of each damper and maximize the vibration control effect (the rigidity and damping performance of the vibration control panel). For example, while keeping the predetermined panel width between the two vibration control columns constant, two or three or more dampers can be arranged at a ratio interval at which the displacement amount of the vibration control columns becomes the smallest. Alternatively, in order to improve the rigidity and fatigue performance of the vibration control panel, while arranging two or three dampers at a ratio interval at which the displacement amount of the vibration control columns becomes the smallest, the predetermined panel width between the two vibration control columns can also be adjusted.

[0010] For example, when there are two dampers, the ratios from the upper end of the vibration control column to the upper damper, from the upper damper to the lower damper, and from the lower damper to the lower end of the vibration control column with respect to the length from the upper end to the lower end of the vibration control column are set so that the displacement amount of the vibration control column becomes the smallest. When there are three dampers, the ratios from the upper end of the vibration control column to the upper damper, from the upper damper to the middle damper, from the middle damper to the lower damper, and from the lower damper to the lower end of the vibration control column with respect to the length from the upper end to the lower end of the vibration control column are set so that the displacement amount of the vibration control column becomes the smallest. Further, the calculation of this set ratio can be performed by creating a two-dimensional or three-dimensional model incorporating the vibration control panel in a computer for the structure and performing a structural analysis or structural calculation in which a predetermined horizontal load is applied to the structure.

[0011] Here, the building structure is formed by a plurality of steel columns made of shaped steel such as square steel pipes or H-shaped steels, and steel beams connecting each steel column. The structure forming the building structure may be either a braced structure (the joint between the steel beam and the steel column is a pin joint structure) or a rigid frame structure (the joint between the steel beam and the steel column is a rigid joint structure). The vibration damping panel of this embodiment has vibration damping columns and various dampers, does not bear the vertical load of the building, and the damper functions against the horizontal load during strong winds or earthquakes. Further, 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 beam (here, the steel beam) forming the building structure. Note that as the damper, a damper made of shaped steel such as an H-shaped steel or a channel steel made of (ultra) low yield point steel plate, an oil damper, a viscoelastic damper, a friction damper, etc. can be applied.

[0012] Further, in another aspect of the vibration damping panel according to the present invention, two of the dampers are arranged, and the predetermined ratio interval is a ratio of 16:27:16 with respect to the length from the upper end to the lower end of the vibration damping column.

[0013] According to this embodiment, two dampers are arranged between two vibration damping columns, and the predetermined ratio interval is a ratio of 16:27:16 with respect to the length from the upper end to the lower end of the vibration damping column, so that it is possible to minimize the displacement amount of the vibration damping column while maximizing the vibration damping effect by the vibration damping panel. Here, in this specification, the "16:27:16" of the ratio interval includes the fractional part caused by an error length of ±5 mm, and even when having an error length within this range, the ratio interval is rounded to "16:27:16". The above-mentioned ratio interval of "16:27:16" is based on the analysis result calculated by the structural analysis by the inventors, and it has been specified that in any of the three types of vibration damping panels with different heights with high applicability, the ratio interval that minimizes the displacement amount of the vibration damping column is the above ratio.

[0014] In addition, in another aspect of the vibration damping panel according to the present invention, reinforcing plates are respectively attached to the inner surfaces of the two vibration damping columns, and the damper is fixed to both of the reinforcing plates.

[0015] According to this aspect, since the end of the damper is attached to the vibration damping column via the reinforcing plate, the reinforcing plate resists the axial force caused by the bending moment entering from the damper to the vibration damping column and stiffens the vibration damping column, and at the same time, the strength of the connection part between the vibration damping column and the damper can be increased. Furthermore, since the flat reinforcing plate is attached to the vibration damping column, the attachability of the damper to the vibration damping column is improved. For example, a reinforcing plate can be pre-attached 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 damping column.

[0016] In another aspect of the vibration damping panel according to the present invention, the damper is a Σ-shaped device made of steel material, the cross-sectional shape of which is Σ-shaped and perpendicular to the panel width direction.

[0017] According to this aspect, by applying a Σ-shaped device made of steel material to the damper, a damper with the highest comprehensive evaluation of vibration damping performance and manufacturing cost can be applied compared to other types of dampers. Here, the Σ-shaped device (Σ-shaped damper) made of steel material has flanges formed by flat steel plates up and down, and between the upper and lower flanges, there is a web formed by bending a flat steel plate into a V shape. The web has a shape in which the upper and lower flat steel plates are opened in a V shape, and with this configuration, the web has both vertical shear rigidity and vertical deformation performance. Therefore, it can effectively absorb seismic energy with strength and flexibility against excessive horizontal forces during a major earthquake.

Advantages of the Invention

[0018] As can be understood from the above description, according to the vibration damping panel of the present invention, it is possible to provide a vibration damping panel in which a damper is installed at an optimal position considering the amount of deformation of the vibration damping column when the building receives a horizontal load.

Brief Description of the Drawings

[0019]

Figure 1

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Modes for Carrying Out the Invention

[0020] Hereinafter, the vibration damping panel according to the embodiment will be described with reference to the accompanying drawings together with the column-beam joint structure between the vibration damping panel and the beam of the floor plan. In the present specification and the drawings, substantially the same components may be denoted by the same reference numerals, and redundant descriptions may be omitted.

[0021] [Embodiment] <Floor Plan of the Building> First, with reference to FIG. 1, the floor plan of a building equipped with an example of the vibration damping panel according to the embodiment will be described. Here, FIG. 1 is a front view of the floor plan of a building equipped with an example of the vibration damping panel according to the embodiment.

[0022] The building floor plan 10 shown has a structure formed by steel columns 2 and steel beams 1. When the joints between the steel columns 2 and the steel beams 1 are rigid joints, the structure 10 forms a rigid frame structure. Also, when the joints between the steel columns 2 and the steel beams 1 are pinned joints, the structure 10 forms a braced structure. In the case of a braced structure, for example, shear walls (not shown) with a width of 0.5P or 1P (1P is about 910 mm) may be incorporated within the floor plan.

[0023] The rigid joint between the steel column 2 and the steel beam 1 is formed, for example, by a form in which both are joined by a plurality of high-tension bolts, a form in which the steel beam 1 is welded to the steel column 2, a form in which both are joined by a plurality of medium bolts at a predetermined interval from each other, etc. On the other hand, the pinned joint between the steel column 2 and the steel beam 1 is formed, for example, by joining both with a plurality of medium bolts at a relatively narrow interval from each other. In this specification, "welding" refers to appropriate welding selected according to the strength required for the connection part and the joining mode (rigid connection, pinned connection), such as groove welding (complete penetration welding, partial penetration welding) and fillet welding.

[0024] The base plate 2a is fixed to the foundation K by anchor bolts (not shown) or the like, and the steel column 2 joined to the base plate 2a by welding or the like is erected. Note that the steel column 2 in the illustrated example is formed of H-shaped steel, but it may be a steel column formed of square steel pipe. Also, although the floor plan 10 in the illustrated example shows a part of the first-floor floor plan, the floor plan of the building in which the vibration control panel 20 is incorporated may be an upper floor of the second floor or higher. In this case, the floor beams of the lower floor will be arranged instead of the foundation K.

[0025] The vibration control panel 20 incorporated inside the floor plan 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 may be applied.

[0026] The vibration damping column 3 is formed of H-shaped steel, and the leg part 5 is joined to the column base by welding with H-shaped steel. The leg part 5 has a pedestal 5a in which a plurality of plates are joined to each other by welding, a base plate 5b, and anchor bolts 5c, and the base plate 5b is fixed to the foundation K via the anchor bolts 5c.

[0027] Of the two vibration damping columns 3, reinforcing plates 21 are joined by welding to the inner surfaces of the opposing flanges, and a Σ-shaped damper 4 (or a Σ-shaped device) made of a steel material with a Σ-shaped cross-sectional shape is joined by welding to the pair of reinforcing plates 21. The Σ-shaped damper 4 has flanges formed of flat steel vertically, and between the upper and lower flanges, it has a web in which flat steel is bent into a V shape or the like. The web has a shape in which the upper and lower flat steel plates are open in a V shape, and with this configuration, the web has both vertical shear rigidity and vertical deformation performance. Therefore, it can effectively absorb seismic energy with strength and flexibility against excessive horizontal forces during a major earthquake. Note that in addition to the Σ-shaped damper, dampers made of shaped steel materials such as H-shaped steel or channel steel made of (ultra) low yield point steel plates, oil dampers, viscoelastic dampers, friction dampers, etc. may be applied to the damper 4, but the Σ-shaped damper, which is the damper with the highest comprehensive evaluation of vibration damping performance and manufacturing cost, is preferable.

[0028] A column-beam joint structure 30 is formed within the structural surface 10 by the steel beam 1 of the building's structural surface 10, the vibration damping column 3 forming the additional vibration damping body 20, and the first joining metal object 40 and the second joining metal object 50 connecting them. The specific configuration of this column-beam joint structure 30 will be described in detail below.

[0029] <Vibration damping panel> Next, with reference to FIGS. 2 to 4, an example of the vibration damping panel according to the embodiment will be described. Here, FIG. 2 is an enlarged front view of an example of the vibration damping panel according to the embodiment, and FIGS. 3 and 4 are respectively the views taken along the arrows III-III and IV-IV of FIG. 2.

[0030] When the width between the anchor bolts 5c of each of the two vibration control columns 3 is defined as the panel width, the panel width in the illustrated example is 455 mm, which corresponds to 0.5P. Note that the panel width can be set to various widths such as 500 mm, 0.25P, 1P, etc., in addition to the illustrated example.

[0031] For example, for the floor plan of a building with a heavy steel frame ramen structure of the third floor and above, the vibration control panel 20 in the illustrated example can be incorporated. The vibration control column 3 in the illustrated example is formed of an H-shaped steel such as H-200×75×6×9, but the vibration control column may also be formed of a square steel pipe or a laced column made of two types of square steel pipes, □-125×75×6.0 and □-75×75×6.0.

[0032] Reinforcement plates 21 are respectively attached to the inner surfaces of the two vibration control columns 3 by welding, and the ends of the damper 4 are fixed to both of the reinforcement plates 21 by welding.

[0033] In this way, since the ends of the damper 4 are attached to the vibration control column 3 via the reinforcement plates 21, the reinforcement plates 21 resist the axial force caused by the bending moment entering from the damper 4 to the vibration control column 3 and stiffen the vibration control column 3, and at the same time, the strength of the connection portion between the vibration control column 3 and the damper 4 is increased.

[0034] Second joining members 50 are respectively fixed to the upper ends of the two vibration control columns 3, and a column-beam joint structure 30 is formed by the first joining member 40 fixed to the steel beam 1 of the building floor plan 10 and the second joining member 50 being slidably joined to each other.

[0035] In FIG. 2, three types of lengths are described regarding the length from the upper end to the lower end of the vibration control column 3 (here, the length between the upper surface of the foundation K and the lower surface of the steel beam 1).

[0036] These three lengths indicate the heights (lengths) of three types of embodiments of the vibration damping panel 20. More specifically, they indicate the three types of 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.

[0037] In the 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 frame 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 their ratio intervals are set to 16:27:16.

[0038] On the other hand, in another embodiment where the length of the vibration damping panel 20 is 2950 mm, the above-mentioned lengths are 800 mm, 1350 mm, and 800 mm in order from the top, and their ratio intervals are also set to 16:27:16.

[0039] Also, in still another embodiment where the length of the vibration damping panel 20 is 2470 mm, the above-mentioned lengths are 670 mm, 1130 mm, and 670 mm in order from the top, and their ratio intervals are also set to 16:27:16.

[0040] Thus, in the vibration damping panel 20, there are multiple embodiments with different height dimensions, but in all of them, two dampers 4 are arranged inside two vibration damping columns 3 so that the ratio intervals from the top are 16:27:16.

[0041] This ratio interval of "16:27:16" is based on the analysis results calculated by the inventors through structural analysis. Specifically, the inventors created a two-dimensional or three-dimensional model incorporating the vibration damping panel into the structure in the computer and performed a structural analysis in which a predetermined horizontal load was applied to the structure.

[0042] At this time, with the panel width set to 455 mm, three types of vibration damping panels with high applicability, namely 2630 mm, 2950 mm, and 2470 mm, were modeled. In each model, the positions of two dampers were variably changed as parameters, and in the structural model incorporating each vibration damping panel model, the positions of the dampers that minimized the displacement of the vibration damping column model were identified. As a result of the analysis, in any of the three types of vibration damping panel models, it has been obtained that by installing two dampers at positions with a ratio interval of "16:27:16" from the top, the displacement of the vibration damping column model can be minimized.

[0043] In addition, even when the vibration damping panel includes, for example, three dampers, it is desirable to perform a similar analysis to identify the positions of the dampers that can minimize the displacement of the vibration damping column model.

[0044] Here, the "16:27:16" of the ratio interval includes the fractional part due to an error length of ±5 mm. Even in embodiments having an error length within this range, it is considered to be included in the vibration damping panel provided with two dampers at positions with a ratio interval of "16:27:16" by rounding the ratio interval.

[0045] By applying the vibration damping panel 20 according to the above three types of embodiments, when a horizontal load (particularly, the horizontal force during an earthquake) acts on the vibration damping panel 20, the displacement of the vibration damping column 3 becomes the smallest. Therefore, each damper 4 will undergo maximum deformation, and the vibration damping effect of the vibration damping panel 20 can be maximized.

[0046] Here, as shown in FIG. 3, the two anchor bolts 5c of the foundation are centrally arranged at equal distances to the left and right from the center of the base plate 5b. 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 a steel plate 52 is arranged at the center (on the upper and lower center lines) of the base plate 51. That is, the vibration damping panel 20 in the illustrated example is a vibration damping panel in a central arrangement form arranged along the center line of the structure 10, and is an arrangement form when both sides of the vibration damping panel 20 are indoor spaces. On the other hand, 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 eccentrically arranged. In the foundation, one anchor bolt is arranged at an eccentric position. Similarly, also at the column head, the base plate 51 is eccentrically arranged at a position shifted from the center of the steel beam 1 to 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 the illustration regarding the eccentric arrangement form is omitted.

[0047] <Column-beam joint structure> Next, with reference to FIGS. 5 to 8, an example of the column-beam joint structure between the vibration damping panel according to the embodiment and the beam of the floor plan will be described. Here, FIG. 5 is a perspective view of an example of the first joint metal and the second joint metal. FIGS. 6 and 7 are perspective views of an example of the column-beam joint structure between the vibration damping panel according to the embodiment and the beam of the floor plan, viewed from two directions, respectively.

[0048] As shown in FIG. 5, the first joint metal 40 joined to the lower flange 11 of the steel beam 1 has a steel base plate 41 and two steel plates 42 inclined with respect to each other (central angle θ). The two steel plates 42 are formed by being welded and joined to the base plate 41. The base plate 41 is provided with round holes 41a through which bolts are inserted when bolted to the lower flange 11.

[0049] Both of the two steel plates 42 are provided with round holes 42a through which bolts 61 are inserted. Then, the ends of the two steel plates 42 are joined via a welded portion Y, presenting an L shape in plan view. Here, the central angle θ is, for example, 90 degrees.

[0050] On the other hand, the second joint metal 50 joined to the column head of the vibration damping column 3 has a steel base plate 51 and two steel plates 52 inclined to each other (central angle θ), and the two steel plates 52 are formed by being welded and joined to the base plate 51. Further, the two steel plates 52 are in surface contact with the two steel plates 42 of the first joint metal 40 respectively.

[0051] Both of the two steel plates 52 are provided with long holes 52a through which bolts 61 are inserted. And the ends of the two steel plates 52 are joined via a welded part Y, presenting an L shape in plan view. Here, the central angle θ is, for example, 90 degrees.

[0052] The L-shaped steel plate 42 is disposed inside the L-shaped steel plate 52 and they are in surface contact with each other. A hexagonal bolt 61, which is a middle bolt, is inserted through the corresponding round hole 42a and long hole 52a via a washer 63 and tightened with a nut 62, whereby the first joint metal 40 and the second joint metal 50 are joined.

[0053] In FIG. 5, L1 indicates the width direction of the structural surface 10, and L2 indicates the direction orthogonal thereto. And the L-shaped steel plates 42 and 52 are joined to the steel frame beam 1 and the vibration damping column 3 such that the direction of θ / 2, which is half of the central angle (when θ is 90 degrees, it is 45 degrees), is oriented in the L2 direction.

[0054] As shown in FIGS. 6 and 7, for the first joint metal 40, the base plate 41 is bolted to the lower flange 11 of the steel frame beam 1 with hexagonal bolts 65 and nuts 66, and for the second joint metal 50, the base plate 51 is joined to the column head of the vibration damping column 3 by welding.

[0055] As shown in FIG. 6, in the steel plate 52 of the second bonding metal 50, a long hole 52a extending in the X direction, which is the longitudinal direction of the vibration damping column 3, is provided, and the bolt 61 is inserted slidably (in a free manner) in the X direction. In particular, since the bolt 61 inserted into the long hole 52a is a middle bolt, sliding along the long hole 52a becomes possible. With such a configuration, when a building load (a part of the load carried on the building and the self-weight of the building) is input to the first bonding metal 40 via the steel frame beam 1, the first bonding metal 40 slides in the X direction, which is the longitudinal direction of the vibration damping column 3, with respect to the second bonding metal 50. In this way, when the first bonding metal 40 joined to the steel frame beam 1 slides in the longitudinal direction of the vibration damping column 3 along the long hole 52a of the second bonding metal 50, a vertical load is not input to the vibration damping column 3 forming the vibration damping panel 20. Therefore, the vibration damping column 3 does not bear the vertical load input to the first bonding metal 40.

[0056] Also, as shown in FIG. 1, the steel frame beam 1 extending horizontally deflects downward in a manner having the maximum amount of deflection at its central position. For example, in a low-rise steel-frame building, a deflection of about 2 cm may be observed at the central position. When the building having the floor plan 10 is a newly constructed building, at the stage when the roof is finally constructed, although the vibration damping panel 20 has already been incorporated into the floor plan 10, the steel frame beam 1 generally deflects downward at the stage when the roof is constructed. Further, even when the building having the floor plan 10 is an existing building and the vibration damping panel 20 is retrofitted and incorporated into the floor plan 10, the steel frame beam 1 deflects downward when incorporating this vibration damping panel 20.

[0057] Even when the steel beam 1 is bent downward in this way, the first bonding alloy 40 joined to the steel beam 1 slides along the long hole 52a of the second bonding alloy 50 in the longitudinal direction of the vibration damping column 3, so that the vertical load caused by the bending of the steel beam 1 is not input to the vibration damping column 3 forming the vibration damping panel 20. Therefore, the vibration damping panel 20 can be incorporated into the structure 10 in a manner that the vibration damping column 3 absorbs the bending of the steel beam 1. In particular, in the post-construction of incorporating the vibration damping panel 20 into the existing structure 10 of a building, the vibration damping panel 20 can be incorporated while absorbing the bending of the existing steel beam 1 (regardless of the bending), so that good workability can be enjoyed.

[0058] From the above, the vibration damping panel 20 can bear the horizontal force during strong wind or earthquake and attenuate the horizontal load by the damper 4 which is its component without bearing the vertical load of the building.

[0059] In addition, since the two steel plates 42 and 52 of the first bonding alloy 40 and the second bonding alloy 50 which are inclined to each other are in surface contact, no matter in which direction the horizontal force acts on the first bonding alloy 40 and the second bonding alloy 50, at least one set of the two sets of steel plates 42 and 52 in surface contact with each other can resist the horizontal force. Therefore, a column-beam joint structure 30 having both in-plane rigidity against the in-plane horizontal force of the structure 10 and out-of-plane rigidity against the out-of-plane horizontal force is formed. Therefore, at least one set of the two sets of steel plates 42 and 52 in surface contact with each other can resist the horizontal force in any direction of 360 degrees.

[0060] In the column-beam joint structure 30 of the illustrated example, the first joint metal 40 and the second joint metal 50, both having two steel plates 42 and 53 with a central angle θ of 90 degrees, are attached such that they are oriented in a direction orthogonal to the width direction of the plane 10 in the direction of θ / 2, which is half of the central angle. Therefore, two sets of surface-contact steel plates 42 and 53 of the first joint metal 40 and the second joint metal 50 oppose the horizontal force in the in-plane direction, which is the width direction of the plane 10, and also oppose the horizontal force in the out-of-plane direction orthogonal to the width direction of the plane 10.

[0061] The vibration damping panel 20 having the vibration damping column 3 that constitutes the column-beam joint structure 30 can be incorporated into the plane 10 while absorbing the deflection of the steel beam 1 without the vibration damping column 3 bearing the vertical load of the building, and thus can be a non-structural member that does not affect the structural frame, which can be "additional vibration damping". In the column-beam joint structure 30 of the illustrated example, an elongated hole 52a is formed in the steel plate 52 of the second joint metal 50, and a round hole 42a is formed in the steel plate 42 of the first joint metal 40. However, the steel plate 52 of the second joint metal 50 may have a round hole, the steel plate 42 of the first joint metal 40 may have an elongated hole, or both the steel plates 42 and 52 may have elongated holes.

[0062] Next, with reference to FIG. 8, a modified example of the second joint metal will be described. Here, FIGS. 8(a) and 8(b) are perspective views showing modified examples of the second joint metal. Although FIG. 8 shows a representative modified example of the second joint metal, the same form can be applied to the modified example of the first joint metal.

[0063] The second joint metal 50A according to the modified example shown in FIG. 8(a) is a metal object in which a single steel plate 53 is bent into an L shape via a bent portion 53a and joined by welding to the base plate 51. Longitudinal holes 53b are formed in each piece of the steel plate 53 along the longitudinal direction of the vibration damping column 3.

[0064] On the other hand, the second bonding metal object 50B according to the modified example shown in FIG. 8(b) is formed by welding and joining two steel plates 52 to a base plate 51. However, unlike the second bonding metal object 50, the ends of the two steel plates 52 are not joined at the welded portion Y. Although the rigidity of the entire second bonding metal object is lower than that of the second bonding metal object 50, the labor of welding can be reduced.

[0065] Other embodiments in which other components are combined with the configurations and the like described in the above embodiments may be possible, and the present invention is not limited to the configurations shown here at all. In this regard, it can be changed without departing from the gist of the present invention, and can be appropriately determined according to the application form.

Explanation of reference numerals

[0066] 1: Steel frame beam 2: Steel frame column 2a: Base plate 3: Vibration damping column 4: Damper (Σ-shaped damper, Σ-shaped device) 5: Leg 5a: Pedestal 5b: Base plate 5c: Anchor bolt 10: Structure (structural surface) 11: Lower flange 20: Vibration damping panel (additional vibration damping body) 21: Reinforcing plate 30: Column-beam joint structure 40: First bonding metal object 41: Base plate 41a: Round hole 42: Steel plate 42a: Round hole 50, 50A, 50B: Second bonding metal object 51: Base plate 52, 53: Steel plate 52a, 53b: Long hole 53a: Bent portion 61: Bolt (hexagonal bolt) 62: Nut 63: Washer 65: Bolt (Hexagon Bolt) 66: Nut K: Foundation Y: Welded Joint

Claims

1. A vibration damping panel attached to a steel beam of a building structure formed by steel beams and steel columns, Two vibration damping columns attached to the steel beam and arranged with a predetermined panel width, And two dampers connecting the two vibration damping columns, The two dampers are arranged at a predetermined ratio interval in the longitudinal direction of the vibration damping column, The predetermined ratio interval is set so that the displacement amount of the vibration damping column is minimized when a horizontal load acts on the vibration damping panel, and is a ratio of 16:27:16 with respect to the length from the upper end to the lower end of the vibration damping column. A vibration damping panel characterized by that.

2. Reinforcement plates are respectively attached to the inner surfaces of the two vibration damping columns, and the damper is fixed to both of the reinforcement plates. The vibration damping panel according to claim 1.

3. The damper is a Σ-shaped device made of steel, having a Σ-shaped cross-sectional shape orthogonal to the direction of the panel width. The vibration damping panel according to claim 1 or 2.

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