Steel damper

Abstract

To provide a steel damper which is excellent in aseismic performance, has a minimum width as much as possible to improve design flexibility of a frame of a building, and can contribute to formation of a bearing wall having a minimum number of components.SOLUTION: A steel damper 50C connects a pair of vertical materials 40 to form a bearing wall 60 and includes: a pair of support pieces 51 each having a rectangle shape in a plan view; multiple absorption pieces 52 which connect first ends 51a of the pair of support pieces 51 with each other while forming a space therebetween and absorb seismic energy; and a pair of fixing pieces 54 which is provided at second ends 51b, facing first ends 51a, of the pair of support pieces 51 and is fixed to the vertical materials 40. A first reinforcement flange 55 and a second reinforcement flange 56 are respectively provided at a pair of a third end 51c and a fourth end 51d which is orthogonal of the vertical material 40, of each support piece 51.SELECTED DRAWING: Figure 2

Description

Technical Field

[0001] The present invention relates to a steel damper.

Background Art

[0002] By incorporating shear walls into the structure (building structure) that constitutes a building, the seismic performance of the building is generally ensured. There are various forms of shear walls. As an example, a shear wall in which a pair of vertical members are connected by a steel damper can be mentioned. More specifically, a pair of vertical members formed of shaped steel such as square steel pipes or H-shaped steel are connected by a damper made of shaped steel such as grooved steel with a low yield point, or a steel protruding member is projected inward from both of the pair of vertical members, and a device-type damper is fixed to both protruding members. There is a shear wall in such a form.

[0003] As the width of the shear wall in the plane of the building structure increases and the plane scale (scale when viewed from the front) becomes larger, the seismic performance of the building including the building structure generally improves. On the other hand, when a shear wall with a large plane scale is incorporated into the building structure, the opening area inside the building structure becomes smaller, and there is a trade-off that the design freedom becomes smaller.

[0004] Also, in a shear wall in which a damper is connected to a vertical member via a plurality of protruding members as described above, the number of parts often increases, leading to a decrease in the productivity of the shear wall.

[0005] From the above, a steel damper that is excellent in seismic performance, can be as narrow as possible to increase the design freedom of the building structure, and can contribute to the formation of a shear wall with as few parts as possible is desired.

[0006] Here, Patent Document 1 proposes a hysteresis damper and a wooden wall equipped with this hysteresis damper. This hysteresis damper is a flat plate-shaped hysteresis damper in which multiple L-shaped energy absorbers are arranged side by side via slits, and both ends of each energy absorber are mounted on opposing support plates. The energy absorbers are formed so that the width of the plate gradually narrows towards the top of the L-shape, and have constricted parts on both sides of the top. Furthermore, in this wooden wall, panels are arranged inside a rectangular frame, and a gap is provided between the frame and the panels in the inward and outward directions around the entire circumference, and the hysteresis dampers are arranged spaced apart along the circumferential direction of the gap, with one support plate of the hysteresis damper fixed to the panel and the other support plate fixed to the frame. [Prior art documents] [Patent Documents]

[0007] [Patent Document 1] Japanese Patent Publication No. 2010-116973 [Overview of the Initiative] [Problems that the invention aims to solve]

[0008] According to the hysteresis damper described in Patent Document 1, it is possible to reduce the difference between shear strength and tensile strength and deal with each deformation direction, and it is thought that it is possible to form walls of wooden structures with excellent seismic performance. However, since the walls of wooden structures equipped with this hysteresis damper are constructed by connecting a rectangular frame and panels arranged inside it with multiple hysteresis dampers, it is uncertain whether the hysteresis damper described in Patent Document 1 can form load-bearing walls that, in addition to having excellent seismic performance, can be made as narrow as possible to increase the design freedom of the building frame and have as few parts as possible.

[0009] This invention has been made in view of the above problems, and aims to provide a steel damper that has excellent seismic performance, can be made as narrow as possible to increase the design freedom of the building frame, and can contribute to the formation of load-bearing walls with as few parts as possible. [Means for solving the problem]

[0010] To achieve the above objective, one embodiment of the steel damper according to the present invention is: A steel damper that connects a pair of vertical members to form a load-bearing wall, A pair of rectangular support pieces in plan view, The first ends of the pair of support pieces are connected at intervals from each other, and a plurality of absorbing pieces that absorb seismic energy are provided. It has a pair of fixing pieces provided at the second end opposite the first end of the pair of support pieces and fixed to the vertical member, The support piece is characterized in that a first reinforcing flange and a second reinforcing flange are provided at a pair of third and fourth ends that are perpendicular to the vertical member.

[0011] According to this embodiment, by having a pair of rectangular support pieces in plan view, a plurality of absorbing pieces that connect the first ends of the pair of support pieces at a distance from each other to absorb seismic energy, and a pair of fixing pieces that are provided at the second ends opposite the first ends of the pair of support pieces and fixed to the vertical members, it is possible to fix the pair of vertical members without interposing cantilevers, thus contributing to the formation of a load-bearing wall with as few parts as possible. Furthermore, by having a plurality of absorbing pieces that absorb seismic energy, it is possible to form a load-bearing wall with excellent seismic energy absorption and seismic resistance. In addition, by adjusting the overall width of the pair of support pieces and the absorbing pieces placed between them, the width between the axes of the pair of vertical members can be made as narrow as possible, contributing to the formation of a load-bearing wall that increases the design freedom of the building frame. It should be noted that the ability to make the width between the axes of the pair of vertical members as narrow as possible is also due to the absence of cantilevers interposed internally, as described above.

[0012] Furthermore, by providing a first reinforcing flange and a second reinforcing flange at the third and fourth ends of the support piece, which are perpendicular to the vertical members, local buckling that may occur in the support piece can be prevented, and seismic energy is effectively transmitted to multiple absorption pieces via the support piece, causing plastic deformation of the multiple absorption pieces, thereby ensuring the seismic energy absorption performance of the steel damper.

[0013] The deformation performance of each absorbent piece allows for the suppression of the tension field that may occur in the steel damper. If the tension field of the steel damper cannot be suppressed, then, although shear force is normally transmitted to each absorbent piece of the steel damper, and each absorbent piece undergoes plastic deformation to absorb energy and suppress the rise in shear force, the tension field generated in the steel damper causes the shear wall, including the steel damper, to deform as a whole, preventing the shear force from being sufficiently transmitted to the steel damper. Instead, the shear force is transmitted to weak points such as the joints between the beam into which the shear wall is incorporated and the vertical members of the shear wall, raising concerns about damage to these joints.

[0014] Here, the steel damper of this embodiment can also be called a steel shear damper because it absorbs the shear force acting on the building frame and the load-bearing walls incorporated into the building frame during earthquakes and strong winds. Furthermore, the "earthquake energy" absorbed by the absorbing piece refers to a typical energy that is absorbed, and in this specification, for example, other energies such as those during strong winds are also included in earthquake energy.

[0015] Furthermore, in another embodiment of the steel damper according to the present invention, The plurality of absorbent pieces include a first absorbent piece that is V-shaped in plan view and a second absorbent piece that is inverted V-shaped. The invention is characterized in that a plurality of the first absorbent pieces are arranged at intervals in the vertical direction, and a plurality of the second absorbent pieces are arranged at intervals.

[0016] According to this embodiment, since each absorbent piece is bent in a V-shape or inverted V-shape, when the load-bearing wall deforms due to deformation of the building frame, the absorbent piece can reliably deform toward the side where the bending is greater, thereby absorbing the energy during an earthquake.

[0017] For example, one configuration may be described in which the same number of first and second absorbing pieces are arranged symmetrically with respect to a horizontal line at the vertical center of the steel damper. Alternatively, a configuration may be in which multiple first absorbing pieces are arranged above and multiple second absorbing pieces are arranged below, or vice versa.

[0018] Furthermore, other embodiments of the steel damper according to the present invention are: The pair of support pieces and the plurality of absorbent pieces are cut-out parts made from a common steel plate. The steel plate is characterized by having a thickness of 9 mm.

[0019] According to this embodiment, the manufacturing efficiency of the steel damper is increased because the pair of support pieces and the multiple absorption pieces are cut-out parts cut from a common steel plate. Furthermore, by having a steel plate thickness of 9 mm, local buckling of the absorption pieces is prevented, making it possible to form a steel damper that is excellent in both seismic energy absorption performance (vibration control performance) and fatigue performance (durability).

[0020] Furthermore, if the steel plate of the steel damper is thin, around 6 mm thick, local buckling of the absorption piece is likely to occur, making it difficult to improve both vibration damping performance and fatigue performance. Here, when a pair of support pieces and multiple absorption pieces are cut-out parts cut from a common steel plate, a steel damper is formed by welding a pair of fixing pieces and a pair of first and second reinforcing flanges to these cut-out parts.

[0021] Furthermore, other embodiments of the steel damper according to the present invention are: The first restraining plate connects the two first reinforcing flanges, The two second reinforcing flanges are connected by a second restraint plate.

[0022] According to this aspect, since the first restraint plate connects the two first reinforcing flanges and the second restraint plate connects the two second reinforcing flanges, out-of-plane deformation of the plurality of absorber pieces is suppressed, and in-plane deformation of the absorber pieces is promoted, enabling the seismic energy absorption performance of the absorber pieces to be fully exerted.

[0023] Here, in order to prevent this out-of-plane deformation, if the left and right first flanges or second flanges are continuously configured, it is necessary to consider both the plastic deformation of the continuous flanges and the plastic deformation of each absorber piece, which may complicate the design of the steel damper. Therefore, the left and right first flanges or second flanges are not made continuous. Instead, both are connected by separate first restraint plates or second restraint plates. This configuration makes it possible to suppress the out-of-plane deformation of the absorber pieces while eliminating the complication of the steel damper design.

[0024] Another aspect of the steel damper according to the present invention is A through-hole is provided in a non-contact area of the first restraint plate and the second restraint plate that does not contact the pair of third ends and the pair of fourth ends.

[0025] According to this aspect, when the left and right first flanges or second flanges are connected by the first restraint plate or the second restraint plate, the overall rigidity of the steel damper increases. Due to the acting diagonal tension, the yield strength of the steel damper may increase too much, and there is a risk that the seismic energy absorption performance of the absorber pieces cannot be fully exerted. In response to this, a through-hole is provided in a non-contact area of the first restraint plate and the second restraint plate that does not contact the pair of third ends and the pair of fourth ends, enabling the rigidity of the first restraint plate or the second restraint plate to be reduced by the through-hole, suppressing the excessive increase in the rigidity of the steel damper, and ensuring the seismic energy absorption performance of the absorber pieces.

[0026] Furthermore, other embodiments of the steel damper according to the present invention are: The first and second restraint plates are characterized in that a bent portion is provided in the non-contact area that is not in contact with the pair of third ends and the pair of fourth ends.

[0027] According to this embodiment, by providing a bent portion in the non-contact area of ​​the first restraint plate and the second restraint plate that is not in contact with the pair of third ends and the pair of fourth ends, the rigidity of the first restraint plate and the second restraint plate can be reduced at the bent portion, thereby preventing the rigidity of the steel damper from becoming too high and ensuring the seismic energy absorption performance of the absorption piece.

[0028] Furthermore, other embodiments of the steel damper according to the present invention are: The upper and lower contours of the central bent portion of the absorbent piece, and the upper and lower contours of the base portion of the absorbent piece connected to the support piece, are both curved and smooth in shape. The width gradually decreases from the base towards the center of the bent portion, and the center of the bent portion is constricted.

[0029] According to this embodiment, since each part has a curved, smooth shape, smooth deformation of the absorbent piece is guaranteed, the stress burden can be distributed to various points, and it is possible to prevent the load from concentrating at the acute angle and causing damage when the piece is bent at an acute angle. In addition, since the width gradually decreases from the base towards the center of the bend and the center of the bend is constricted, it is possible to guarantee that the piece deforms reliably towards the side where the bending angle increases at the bend, and the amount of deformation of the absorbent piece can be made as large as possible.

[0030] In this case, it is preferable that the multiple absorbent pieces are arranged vertically at equal or approximately equal intervals, because this allows the incoming seismic energy to be distributed as evenly as possible to each absorbent piece. [Effects of the Invention]

[0031] As can be understood from the above explanation, the steel damper of the present invention provides a steel damper that has excellent seismic performance, can be made as narrow as possible to increase the design freedom of the building frame, and can contribute to the formation of load-bearing walls with as few parts as possible. [Brief explanation of the drawing]

[0032] [Figure 1] This is a front view showing a load-bearing wall equipped with an example of a steel damper according to the embodiment, together with the building frame into which the load-bearing wall is incorporated. [Figure 2] This is a front view of an example of a steel damper according to the first embodiment. [Figure 3] This is a view from the direction arrow III in Figure 2, and is a plan view of the steel damper according to the first embodiment, seen from above. [Figure 4] This is a view taken along the line IV-IV in Figure 2, which is a longitudinal cross-sectional view of the steel damper according to the first embodiment, cut at an intermediate position in the support piece. [Figure 5] This is a front view of an example of a steel damper according to the second embodiment. [Figure 6] This is a front view of an example of a steel damper according to the third embodiment. [Figure 7] This is a front view of an example of a steel damper according to the fourth embodiment. [Modes for carrying out the invention]

[0033] Hereinafter, examples of steel dampers according to each embodiment will be described with reference to the attached drawings, along with load-bearing walls equipped with steel dampers and building structures into which these load-bearing walls are incorporated. In this specification and drawings, substantially identical components may be denoted by the same reference numerals to avoid redundant explanations.

[0034] [Steel damper according to the first embodiment, load-bearing wall, and building frame] First, with reference to Figures 1 to 4, an example of a steel damper according to the first embodiment will be described along with a load-bearing wall equipped with this steel damper and a building frame into which the load-bearing wall is incorporated. Here, Figure 1 is a front view showing a load-bearing wall equipped with an example of the steel damper according to the embodiment, along with the building frame into which the load-bearing wall is incorporated. Figure 2 is a front view of an example of the steel damper according to the first embodiment, Figure 3 is a view taken in the direction of arrow III in Figure 2, and is a top view of the steel damper according to the first embodiment, and Figure 4 is a view taken in the direction of arrow IV-IV in Figure 2, and is a longitudinal cross-sectional view of the steel damper according to the first embodiment cut at an intermediate position of the support piece.

[0035] The building frame 30 is formed by steel columns 10 and steel beams 20, and when the joints between the columns 10 and beams 20 are rigid, a rigid frame is formed. Here, since load-bearing walls 60 are incorporated into the structural plane of the building frame 30, the structural stability of the frame is guaranteed even if the joints between the columns 10 and beams 20 are pinned.

[0036] In the illustrated example, the column 10 is formed from a square steel pipe and the beam 20 is formed from an H-shaped steel beam. However, the column 10 may be formed from a shaped steel material such as an H-shaped steel beam, and the beam 20 may be formed from a shaped steel material other than an H-shaped steel beam.

[0037] A rigid connection between a column 10 and a beam 20 can be formed, for example, by joining them with multiple high-tension bolts, welding the beam 20 to the column 10, or joining them with multiple intermediate bolts spaced at predetermined intervals. On the other hand, a pin connection between a column 10 and a beam 20 can be formed, for example, by joining them with multiple intermediate bolts spaced relatively close together. Here, appropriate welding methods such as groove welding (full penetration welding, partial penetration welding) and fillet welding are selected depending on the required strength of the connection and the type of connection (rigid connection, pin connection).

[0038] A base plate 11 is fixed to a reinforced concrete foundation 25 by anchor bolts (not shown), and columns 10 are erected, joined to the base plate 11 by welding or the like. Here, the building frame 30 in the illustrated example shows a part of the first-floor frame, but the building frame 30 into which the load-bearing walls 60 are incorporated may also be an upper floor of the second floor or higher, in which case the floor beams of the lower floor will be installed instead of the foundation K.

[0039] The load-bearing wall 60 incorporated into the building frame 30 is formed by connecting a pair of vertical members 40 with multiple (three in the illustrated example) steel dampers 50.

[0040] The vertical members 40 are formed from square steel pipes, with a column head fitting 42 welded to its column head and a column base fitting 44 welded to its column base. The column head fitting 42 is fixed to the lower flange 21 of the beam 20 by multiple bolts 45. Meanwhile, the column base fitting 44 is fixed to the foundation 25 by anchor bolts 46.

[0041] In the illustrated example, the load-bearing wall 60 is incorporated into the building frame 30 on the first floor, where the story shear force is large during an earthquake. Therefore, three steel dampers 50 are fixed at intervals to a pair of vertical members 40. Here, for load-bearing walls that make up the building frame on the second floor and above, where the story shear force is smaller than that of the first floor, it is preferable to apply two steel dampers.

[0042] The steel damper 50, fixed to a pair of vertical members 40, comprises a pair of rectangular support pieces 51 in plan view, a plurality of (four in the illustrated example) absorbing pieces 52 that connect the first ends 51a of the pair of support pieces 51 at intervals from each other to absorb seismic energy, and a pair of fixing pieces 54 that are provided on the second ends 51b of the pair of support pieces 51 opposite the first ends 51a and fixed to the vertical members 40.

[0043] In other words, since the steel damper 50 can be directly fixed to a pair of vertical members 40 without interposing cantilever members as in conventional shear wall devices, a shear wall 60 with the fewest possible parts can be formed. Furthermore, because the steel damper 50 is equipped with multiple absorption pieces 52 that absorb seismic energy, a shear wall 60 with excellent seismic energy absorption and seismic resistance can be formed.

[0044] Furthermore, by adjusting the overall width of the steel damper 50, including ensuring that no cantilever members are interposed internally as described above, the width t1 between the axes of the pair of vertical members 40 is set to less than 910 mm, and in the illustrated example, the width t1 is 455 mm. Here, the width t1 between the axes may be set to a width such as 225 mm, 300 mm, or 600 mm, within the range of less than 910 mm.

[0045] Conventional load-bearing walls generally have a width of 910 mm (1P) or more, which reduces the design flexibility of the building frame. In contrast, the width t1 between the axes of the vertical members 40 of the load-bearing wall 60 in the illustrated example is 455 mm (0.5P), which allows the opening 35 of the building frame 30 to be as wide as possible, thereby increasing the design flexibility of the building frame 30.

[0046] As described above, the steel damper 50 has a pair of rectangular support pieces 51 in plan view, and four absorbing pieces 52 that connect the first ends 51a of the pair of support pieces 51 at intervals from each other to absorb seismic energy. Here, the pair of support pieces 51 and the four absorbing pieces 52 are cut-out parts cut from a common steel plate using a laser or the like, and the manufacturing efficiency of the steel damper 50 is increased by being cut-out parts.

[0047] The four absorbent pieces 52 include a first absorbent piece 52A located relatively above and having a V-shape in plan view, and a second absorbent piece 52B located relatively below and having an inverted V-shape in plan view. In the illustrated example, multiple (two in the illustrated example) first absorbent pieces 52A and multiple (two in the illustrated example) second absorbent pieces 52B are arranged at intervals in the vertical direction. Here, the number of first absorbent pieces 52A and second absorbent pieces 52B may be one or three or more. Alternatively, multiple second absorbent pieces 52B may be arranged above and multiple first absorbent pieces 52A may be arranged below.

[0048] Multiple openings 53A, 53B, and 53C are provided between the pair of support pieces 51 and the four absorbent pieces 52. Here, the steel damper 50 is vertically symmetrical with respect to a horizontally extending central line CL. Therefore, the V-shaped first absorbent piece 52A becomes an inverted V-shaped second absorbent piece 52B when inverted, and the upper openings 53A and 53B become the lower openings 53A and 53B when inverted. In addition, the central opening 53C has a vertically symmetrical shape with respect to the central line CL.

[0049] The first absorbent piece 52A and the second absorbent piece 52B have substantially similar V-shapes, or in other words, they are bent in an arc shape.

[0050] The upper and lower contours of the central bent portion 52a and the upper and lower contours of the base portion 52b connected to the support piece 51 are both processed into a curved, smooth shape. Furthermore, the width (upper and lower width) gradually decreases from the base portion 52b towards the center of the bent portion 52a, so that the center of the bent portion 52a is constricted.

[0051] In this way, the smooth, curved shape of each part ensures smooth deformation of the absorbent piece 52, distributing the stress load to various points and preventing damage caused by concentrated load at the sharp angle when the piece is bent at an acute angle.

[0052] Furthermore, the width gradually decreases from the base portion 52b towards the center of the bent portion 52a, and the center of the bent portion 52a is constricted, which ensures that the bent portion 52a deforms reliably toward the side where the bending angle increases, thereby maximizing the deformation amount of the absorbent piece 52.

[0053] Furthermore, because the four absorption pieces 52 are arranged vertically at equal (or nearly equal) intervals, the incoming seismic energy (or shear force) can be distributed as evenly as possible to each absorption piece 52.

[0054] Furthermore, because the two first absorption pieces 52A and the two second absorption pieces 52B are arranged symmetrically vertically with their protruding sides facing each other, the steel damper 50 can deform in a similar manner regardless of whether the building frame 30 deforms in the left or right direction when a horizontal force H (see Figure 1) acts on it during an earthquake, and thus can exhibit equivalent energy absorption performance for both left and right deformations.

[0055] Furthermore, because a central opening 53C is provided between the mutually opposing first absorbing piece 52A and second absorbing piece 52B, the central opening 53C functions as an interference prevention opening that prevents interference between the first absorbing piece 52A and the second absorbing piece 52B when at least one of them is deformed.

[0056] More specifically, the dimensions of the central opening 53C, for example, are set such that when one or both of the opposing first absorbent piece 52A and second absorbent piece 52B deform, a gap is ensured so that they do not interfere with each other.

[0057] Furthermore, as shown in Figure 2, increasing the horizontal width t2 of the absorbent piece 52 improves the fatigue performance of the steel damper 50, but it also reduces the yield strength and makes the absorbent piece 52 more susceptible to out-of-plane deformation. Therefore, it is preferable to set the width t2 considering both the fatigue performance and yield strength of the steel damper 50.

[0058] The thickness t3 of the absorbent piece 52 and the support piece 51 is set to 9 mm. By setting the thickness t3 to 9 mm in this way, local buckling of the absorbent piece 52 is prevented, and a steel damper 50 with excellent seismic energy absorption performance (vibration control performance) and fatigue performance (durability) can be formed. For example, if the thickness of the steel plate of the steel damper is thin, around 6 mm, local buckling of the absorbent piece is likely to occur, and due to the local buckling of the absorbent piece, it becomes difficult to improve both the vibration control performance and fatigue performance. Conversely, if the thickness t3 is too thick, the plastic deformation performance of the absorbent piece is inhibited, and the seismic energy absorption performance of the absorbent piece decreases.

[0059] Of the support pieces 51 of the steel damper 50, a pair of third ends 51c and fourth ends 51d, which are perpendicular to the vertical members 40, are welded to a first reinforcing flange 55 and a second reinforcing flange 56 made of steel, respectively. Therefore, the steel damper 50 is formed by welding a pair of fixing pieces 54 and a pair of first reinforcing flanges 55 and second reinforcing flanges 56 to a pair of cut-out support pieces 51 and four absorbent pieces 52.

[0060] The provision of a first reinforcing flange 55 and a second reinforcing flange 56 at the upper and lower ends of the support piece 51 prevents local buckling that may occur in the support piece 51, effectively transferring seismic energy to the four absorption pieces 52 via the support piece 51, and causing the four absorption pieces 52 to undergo plastic deformation, thereby ensuring the seismic energy absorption performance of the steel damper 50.

[0061] Thus, according to the illustrated example of the shear wall 60, multiple steel dampers 50 are connected to a pair of vertical members 40, resulting in a shear wall with excellent seismic performance, the ability to be as narrow as possible to increase the design flexibility of the building frame 30, and the ability to have as few parts as possible.

[0062] [Steel damper according to the second embodiment] Next, an example of a steel damper according to the second embodiment will be described with reference to Figure 5. Here, Figure 5 is a front view of an example of a steel damper according to the second embodiment.

[0063] The steel damper 50A shown in Figure 5 differs from the steel damper 50 in that a first restraining plate 57A connects two first reinforcing flanges 55, and a second restraining plate 57B connects two second reinforcing flanges 56.

[0064] This configuration suppresses out-of-plane deformation of the four absorbent pieces 52 and promotes in-plane deformation of the absorbent pieces 52, allowing the absorbent pieces 52 to fully demonstrate their seismic energy absorption capabilities.

[0065] In this case, if the left and right first reinforcing flanges 55 and the second reinforcing flanges 56 were configured to be continuous in order to prevent out-of-plane deformation of the absorbent piece 52, it would become necessary to consider both the plastic deformation of the continuous flanges and the plastic deformation of each absorbent piece, which could complicate the design of the steel damper.

[0066] Furthermore, in the non-contact region A of the first restraint plate 57A and the second restraint plate 57B that is not in contact with the pair of third ends 51c and the pair of fourth ends 51d, through holes 57a are provided.

[0067] The first restraining plate 57A and the second restraining plate 57B of the steel damper 50A connect the left and right first reinforcing flanges 55 and the second reinforcing flanges 56 to each other, increasing the overall rigidity of the steel damper 50A. Combined with the acting oblique tension, this can cause the load-bearing capacity of the steel damper 50A to increase excessively, potentially preventing the seismic energy absorption performance of the absorption piece 52 from being fully realized. To address this, through-holes 57a are provided in the non-contact area A of the first restraining plate 57A and the second restraining plate 57B. This reduces the rigidity of the first restraining plate 57A and the second restraining plate 57B through the through-holes 57a, preventing the rigidity of the steel damper 50A from becoming too high and ensuring the seismic energy absorption performance of the absorption piece 52.

[0068] [Steel damper according to the third embodiment] Next, an example of a steel damper according to the third embodiment will be described with reference to Figure 6. Here, Figure 6 is a front view of an example of a steel damper according to the third embodiment.

[0069] The steel damper 50B differs from the steel damper 50A in that a bent portion 58a is provided in the non-contact area A of the first restraining plate 57A and the second restraining plate 57B instead of a through hole 57a.

[0070] In this way, by providing a bent portion 58a in the non-contact region A of the first restraint plate 57A and the second restraint plate 57B, the rigidity of the first restraint plate 57A and the second restraint plate 57B can be reduced by the bent portion 58a, thereby preventing the rigidity of the steel damper 50B from becoming too high and ensuring the seismic energy absorption performance of the absorption piece 52.

[0071] [Steel damper according to the fourth embodiment] Next, an example of a steel damper according to the fourth embodiment will be described with reference to Figure 7. Here, Figure 7 is a front view of an example of a steel damper according to the fourth embodiment.

[0072] The steel damper 50C differs from the steel dampers 50, 50A, and 50B in that a pair of support pieces 51 are restrained by a pair of restraining members 59A sandwiching them. Although only one of the pair of restraining members 59A is shown in Figure 7, the other restraining member 59A is present on the back side of the support piece 51.

[0073] In the illustrated example, the restraining member 59A is made of steel plate, but other materials such as shaped steel, steel pipes, or square steel pipes may also be used for the restraining member 59A.

[0074] Furthermore, a round hole 51e is provided in one support piece 51 (left side in Figure 7), and a loose hole 51f is provided in the other support piece 51 (right side in Figure 7), and the pair of restraining members 59A are integrally connected by two bolts 59B (an example of a shaft member). Here, the inner diameter of the round hole 51e and the outer diameter of the bolt 59B are approximately the same, while the inner diameter of the loose hole 51f is larger than the outer diameter of the bolt 59B.

[0075] This configuration ensures that the pair of restraining members 59A are fixed to the pair of support pieces 51, while preventing the pair of restraining members 59A from hindering the plastic deformation of the absorber piece 52.

[0076] The pair of support pieces 51 are sandwiched and restrained by the pair of restraining members 59A, thereby suppressing out-of-plane deformation of the four absorption pieces 52 and promoting in-plane deformation of the absorption pieces 52, allowing the absorption pieces 52 to fully exhibit their seismic energy absorption capabilities. In other words, the pair of restraining members 59A suppress out-of-plane deformation of the absorption pieces 52 in a different form from the first restraining plates 57A and 58A and the second restraining plates 57B and 58B described earlier.

[0077] Furthermore, other embodiments may be used in which other components are combined with the configurations listed in the above embodiments, and the present invention is not limited in any way to the configurations shown herein. In this regard, modifications can be made without departing from the spirit of the present invention, and can be appropriately determined according to the application form. [Explanation of Symbols]

[0078] 10: Pillar 11: Base plate 20: Beam 21: Lower flange 25: Basics 30: Building frame 35:Aperture 40: Vertical member (column) 42: Column capital fittings 44: Column base hardware 45: Bolt 46: Anchor bolts 50, 50A, 50B, 50C: Steel damper 51: Support piece 51a: 1st end 51b: 2nd end 51c: 3rd end 51d: 4th end 51e:Round hole 51f: Loose hole 52: Absorbent piece 52A: First absorbent piece (absorbent piece) 52B: Second absorbent piece (absorbent piece) 53A, 53B: Opening 53C: Center opening (opening) 54: Fixed piece 55: First reinforcing flange 56: Second reinforcing flange 57A, 58A: First restraint plate 57B, 58B: Second restraint plate 57a: Through hole 58a: Bent section 59A: Retaining material 59B: Shaft member (bolt) 60: Load-bearing wall A: Non-contact area H: Horizontal force

Claims

1. A steel damper that connects a pair of vertical members to form a load-bearing wall, A pair of rectangular support pieces in plan view, The first ends of the pair of support pieces are connected at intervals from each other, and a plurality of absorbing pieces that absorb seismic energy are provided. The pair of support pieces are provided at the second end opposite the first end and are fixed to the vertical member, A steel damper characterized in that a first reinforcing flange and a second reinforcing flange are provided at a pair of third and fourth ends of the support piece that are perpendicular to the vertical member.

2. The plurality of absorbent pieces include a first absorbent piece that is V-shaped in plan view and a second absorbent piece that is inverted V-shaped. The steel damper according to claim 1, characterized in that a plurality of the first absorbing pieces are arranged at intervals in the vertical direction, and a plurality of the second absorbing pieces are arranged at intervals.

3. The pair of support pieces and the plurality of absorbent pieces are cut-out parts made from a common steel plate. The steel damper according to claim 1 or 2, characterized in that the thickness of the steel plate is 9 mm.

4. The first restraining plate connects the two first reinforcing flanges, The steel damper according to claim 1 or 2, characterized in that a second restraining plate connects two of the second reinforcing flanges.

5. The steel damper according to claim 4, characterized in that through holes are provided in the non-contact areas of the first restraint plate and the second restraint plate that are not in contact with the pair of third ends and the pair of fourth ends.

6. The steel damper according to claim 4, characterized in that a bent portion is provided in the non-contact area of ​​the first restraint plate and the second restraint plate that is not in contact with the pair of third ends and the pair of fourth ends.

7. The upper and lower contours of the central bent portion of the absorbent piece, and the upper and lower contours of the base portion of the absorbent piece connected to the support piece, are both curved and smooth in shape. The steel damper according to claim 2, characterized in that the width gradually decreases from the base portion toward the center of the bent portion, and the center of the bent portion is constricted.

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