JP2010037868A - Corrugated steel plate earthquake-resisting wall - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a corrugated steel plate earthquake-resisting wall capable of reducing micro vibration due to traffic and wind. <P>SOLUTION: A corrugated steel plate 22 is provided with non-stiffened zones 22B, 22C in which vertical flanges 28, 30 are absent. The non-stiffened zones 22B, 22C are smaller in vertical rigidity than the other zone 22A of the corrugated steel plate 22. Therefore, the non-stiffened zones 22B, 22C are extended vertically by the vertical component of the shearing force generated due to the shearing deformation of the corrugated steel plate 22, and the vertical flanges 28, 30 are vertically displaced relative to a mounting plate 46. Since a viscoelastic body 56 provided between the vertical flanges 28, 30 and the mounting plate 46 is sheared and deformed, to absorb the vibration energy. Consequently, the micro vibration due to wind load and traffic vibration can be reduced by imparting damping to the corrugated steel plate earthquake-resisting wall 10 by the viscoelastic body 56, and the environmental performance of a building in which the corrugated steel plate earthquake-resisting wall 10 is installed can be increased. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a corrugated steel earthquake resistant wall configured by arranging corrugated steel plates between upper and lower horizontal members constituting a frame.

  As a seismic wall in a structure, as shown in Patent Document 1, a corrugated steel seismic wall in which a corrugated steel sheet processed into a corrugated shape is arranged on the frame surface of the frame with the direction of the corrugated crease in the direction is proposed. . This corrugated steel shear wall does not bear vertical force because it expands and contracts in the vertical direction like an accordion, but it can resist horizontal shearing force and has excellent deformation performance while ensuring shear rigidity and shear strength. Have. Furthermore, the shear rigidity and strength can be adjusted by changing the material strength, thickness, number of overlapping sheets, corrugation pitch, wave height, etc. of the steel sheet, realizing a shear wall with a high degree of freedom in rigidity and design strength. ing. When the upper and lower horizontal members constituting the frame are moved relative to each other by an external force such as an earthquake load, the shearing force acts on the corrugated steel sheet, and the corrugated steel sheet undergoes shear deformation. Thereby, a corrugated steel plate resists external force, and exhibits an earthquake resistance effect. In addition, by designing the corrugated steel sheet to yield with respect to external force, vibration energy is absorbed by the hysteresis energy of the steel sheet, and a damping effect can be exhibited.

  By the way, in recent years, environmental performance in a living space has attracted attention, and performance satisfaction is demanded even with respect to fine vibrations due to traffic, wind, and the like. As countermeasures against such micro-vibration, it is conceivable to increase the weight of the building or increase the rigidity. However, it is effective to impart damping to the building. Looking at the corrugated steel shear wall, in the plastic region after the corrugated steel plate yields, vibration energy can be absorbed by the hysteresis energy of the steel plate, but in the elastic region before the corrugated steel plate yields, the rigidity of the corrugated steel plate is increased. Vibration will be suppressed. However, from the viewpoint of improving habitability against slight vibrations, measures for increasing the building rigidity are less effective than measures for providing damping.

  On the other hand, a composite damper that can suppress micro-vibration is known for braces arranged on a frame of a frame (for example, Patent Document 2). This composite damper is provided with a stopper that limits the amplitude range of the small-amplitude damper by connecting a steel-made large-amplitude damper and a small-amplitude damper made of a viscoelastic body in series. However, there is no disclosure of a technique for suppressing micro vibrations in a seismic wall.

  Patent Document 3 discloses a wall member in which a friction damper for large-amplitude vibration and a viscoelastic damper for small-amplitude vibration are connected in series and arranged on the frame surface of the frame. The wall member straddles the bonding steel plate in which the upper steel plate joined to the upper beam and the lower steel plate joined to the lower floor are overlapped with a viscoelastic sheet (viscoelastic damper). It is attached and connected by multiple bolts. Here, a clearance of about ± 2 mm is provided between the bolt and the bolt hole for joining the upper steel plate and the joining steel plate so that the upper steel plate and the joining steel plate can be relatively displaced. Further, the coupling steel plate and the lower steel plate are friction-joined by high-strength bolts with a friction member interposed therebetween to constitute a friction damper. A clearance of about ± 40 mm is provided between the high-strength bolt and the bolt hole, and the coupling steel plate and the lower steel plate can be relatively displaced. Therefore, when interlayer deformation occurs in the frame due to small amplitude vibration such as wind, first, the viscoelastic sheet superimposed on the steel plate for bonding shears and absorbs vibration energy, and due to large amplitude vibration such as earthquake. When interlaminar deformation occurs in the frame, a steel plate for bonding, which is bonded with a high-strength bolt, slides on the friction member and absorbs vibration energy.

However, the wall member disclosed in Patent Document 3 has a large number of bolt holes formed in a steel plate for coupling serving as a stress transmission path, has a small cross-sectional area that resists large amplitude vibrations, and is subjected to sufficient stiffening treatment. Since this is not done, there is a risk that the steel plate for bonding will be shear buckled during an earthquake.
JP 2005-264713 A Japanese Patent Laid-Open No. 10-280727 Japanese Patent Laid-Open No. 2007-247733

  In view of the above facts, an object of the present invention is to provide a corrugated steel shear wall that can reduce micro-vibration due to traffic or wind while maintaining earthquake resistance against earthquakes.

  The corrugated steel earthquake-resistant wall according to claim 1 is provided at the upper and lower end portions of the corrugated steel sheet, the corrugated steel sheet disposed with the crease between the upper and lower horizontal members constituting the frame. A horizontal flange attached to the horizontal member, a vertical flange provided at the left and right ends of the corrugated steel sheet, and a non-complement that is provided at the corrugated steel sheet and does not have the vertical flange at the left and right ends of the corrugated steel sheet. A rigid region, an attachment member attached to the frame, a viscoelastic body provided between the attachment member and the longitudinal flange so as to be shearable in the vertical direction, and between the attachment member and the longitudinal flange And stopper means for stopping the relative displacement in the vertical direction between the mounting member and the vertical flange at a predetermined position.

  According to said structure, when a horizontal load (fine vibration) of a wind load or traffic vibration acts on a frame, a horizontal force will be transmitted to a corrugated steel plate via a horizontal flange, and a corrugated steel plate will repeat a shear deformation. When the corrugated steel sheet undergoes shear deformation, the shearing force acting on the corrugated steel sheet is generated as a horizontal force, and the bending moment generated on the corrugated steel sheet by this shearing force is expressed by the distance between the vertical flanges (the length of the horizontal flange). The divided force acts on the vertical flange as a vertical force (hereinafter, the horizontal force is referred to as “horizontal component of shear force”, and the vertical force is referred to as “vertical component of shear force”).

  Here, the corrugated steel sheet is provided with a non-stiffening region where no vertical flange exists. This non-stiffening region has a lower vertical stiffness than other corrugated steel regions. Therefore, the non-stiffening region expands and contracts in the vertical direction due to the vertical component of the shearing force generated by the shear deformation of the corrugated steel sheet, and the vertical flange is displaced relative to the mounting member in the vertical direction. Thereby, the viscoelastic body provided between the vertical flange and the mounting member undergoes shear deformation to absorb vibration energy. In this way, by adding damping to the corrugated steel shear wall by the viscoelastic body, it is possible to reduce the fine vibration caused by wind load and traffic vibration, and improve the environmental performance of the building where the corrugated steel shear wall is installed. be able to. Furthermore, by providing the non-stiffening region on the corrugated steel sheet, the amount of shear deformation of the viscoelastic body is increased as compared with the case where the non-stiffening region is not provided, and the vibration reduction effect is improved.

  On the other hand, when the vertical displacement of the mounting member and the vertical flange reaches a predetermined position due to a horizontal force such as seismic load, the relative displacement between the vertical flange and the mounting member is stopped by the stopper means, and the vertical displacement is made via the stopper means. Stress is transmitted between the flange and the mounting member. Thereby, the vertical component of the shearing force generated in the corrugated steel sheet is transmitted from the vertical flange to the mounting member via the stopper means, and the corrugated steel sheet resists horizontal force as an earthquake-resistant element and exhibits an earthquake resistance effect. Further, by designing the corrugated steel sheet to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel sheet, and a damping effect can be exhibited. In this way, it is possible to reduce the vibration by shearing the viscoelastic body against fine vibration such as wind and traffic vibration. The seismic performance and vibration control performance. Therefore, while maintaining the seismic performance and seismic performance of the corrugated steel shear wall, it is possible to reduce micro-vibrations such as wind and traffic vibrations, thereby improving environmental performance.

  Furthermore, the stopper means limits the deformation range of the viscoelastic body by stopping the relative displacement between the mounting member and the vertical flange in the vertical direction at a predetermined position, thereby preventing the viscoelastic body from being damaged or damaged.

  The corrugated steel earthquake resistant wall according to claim 2 is the corrugated steel earthquake resistant wall according to claim 1, wherein the non-stiffening regions are provided at an upper part and a lower part of the corrugated steel sheet, and the mounting members are provided at the upper and lower parts. The viscoelastic body is attached to the horizontal member, and is attached to the side surfaces of the upper end portion and the lower end portion of the vertical flange and the attachment members respectively facing the upper end side surface and the lower end side surface of the vertical flange. Is fixed.

  According to said structure, the non-stiffening area | region is provided in the upper part and the lower part of a corrugated steel plate. The attachment members are attached to the upper and lower horizontal members, respectively. And the viscoelastic body is being fixed to the side surface of the upper end part of a vertical flange, the side surface of a lower end part, and the attachment member respectively opposed to the side surface of the upper end part of this vertical flange, and the side surface of a lower end part. Thus, by providing the viscoelastic body on the side surface of the upper end portion and the lower end portion of the vertical flange, the number of vibration energy absorbing portions is increased, and the vibration damping effect against minute vibration is improved. Furthermore, compared with the case where a viscoelastic body is provided in the center part of a vertical flange, the distance from an upper and lower horizontal member to a viscoelastic body becomes small, and the height of an attachment member can be made small. Therefore, the design strength of the mounting member can be suppressed.

  The corrugated steel earthquake resistant wall according to claim 3 is the corrugated steel earthquake resistant wall according to claim 1, wherein the non-stiffening region is provided at an upper portion or a lower portion of the corrugated steel plate, and the mounting member is above or below. The viscoelastic body is attached to each of the horizontal members and is attached to the side surface of the upper end portion or the lower end portion of the vertical flange and the attachment member facing the side surface of the upper end portion or the lower end portion of the vertical flange. It is fixed.

  According to said structure, the non-stiffening area | region is provided in the upper part or the lower part of the corrugated steel plate. An attachment member is attached to the upper or lower horizontal member. And the viscoelastic body is being fixed to the side surface of the upper end part or lower end part of a vertical flange, and the attachment member facing the side surface of the upper end part or lower end part of this vertical flange. In this way, the non-stiffening region can be provided in the upper part or the lower part of the corrugated steel sheet according to the required environmental performance (fine vibration damping performance). Furthermore, the distance from the upper or lower horizontal member to the viscoelastic body can be increased by providing the viscoelastic body at the upper end or lower end of the vertical flange as compared with the case where the viscoelastic body is provided at the center of the vertical flange. It becomes small and the height of an attachment member can be made small. Therefore, the design strength of the mounting member can be suppressed.

  The corrugated steel earthquake resistant wall according to claim 4 is the corrugated steel earthquake resistant wall according to any one of claims 1 to 3, wherein a plurality of corrugated steel plates are spaced laterally between the upper and lower horizontal members. The mounting member is disposed between the vertical flanges that are arranged to be spaced from each other, and the viscoelastic body is provided between the mounting member and the vertical flange.

  According to said structure, the some corrugated steel plate is arrange | positioned at intervals in the horizontal direction between the upper and lower horizontal members, and the attachment member is arrange | positioned between the opposing vertical flanges. A viscoelastic body is fixed between the opposing vertical flange and the mounting member. In this case, when a horizontal force such as seismic load acts on the frame and each of the adjacent corrugated steel plates undergoes shear deformation in the same direction (the same horizontal direction), the vertical component of the opposite shearing force is applied to the opposite longitudinal flange. Works. Therefore, when the vertical displacement between the vertical flange and the mounting member reaches a predetermined position and the stopper means functions, the vertical component of the reverse shearing force is transmitted from the opposing vertical flange to the mounting member. Therefore, the vertical component of the shearing force generated by the shear deformation of the adjacent corrugated steel sheet is canceled by the mounting member, and the concentrated force transmitted to the upper and lower horizontal members via the mounting member is reduced. Therefore, the design strength of the upper and lower horizontal members can be lowered.

  Moreover, the number of members can be reduced by sharing one mounting member between the opposing vertical flanges, and the cost can be reduced.

  The corrugated steel earthquake resistant wall according to claim 5 is the corrugated steel earthquake resistant wall according to any one of claims 1 to 4, wherein the corrugated shape of the non-stiffened region is a corrugated shape of another corrugated steel plate region. It is denser than the shape.

  According to said structure, the vertical rigidity of a corrugated steel sheet becomes still smaller by making the corrugated shape of a non-stiffening area | region denser than the corrugated shape of the area | region of another corrugated steel sheet. Accordingly, the vertical displacement of the vertical flange with respect to the mounting member is increased, and the energy absorption efficiency of the viscoelastic body is improved.

  The corrugated steel earthquake-resistant wall according to claim 6 is the corrugated steel earthquake-resistant wall according to any one of claims 1 to 5, wherein the stopper means is an opening provided in one of the attachment member and the vertical flange. Projecting from the other of the vertical flange and the mounting member and inserted into the opening, and abuts against the upper edge or the lower edge of the opening, and the vertical relative of the mounting member and the vertical flange And a stopper pin for stopping the displacement at a predetermined position.

  According to the above configuration, when the corrugated steel sheet undergoes shear deformation due to a horizontal force such as an earthquake load, and the relative displacement in the vertical direction of the mounting member and the vertical flange reaches a predetermined position, the corrugated steel plate is provided on one of the mounting member and the vertical flange. A stopper pin provided on the other of the mounting member and the vertical flange comes into contact with the upper edge portion or the lower edge portion of the opening, and the relative displacement between the mounting member and the vertical flange is stopped, and the vertical flange is interposed via the stopper pin. Stress is transmitted between the mounting member and the mounting member. Thereby, a horizontal force is transmitted to the corrugated steel plate from the mounting member via the vertical flange, and the corrugated steel plate resists the horizontal force as an earthquake resistant element, and exhibits an earthquake resistance effect. Further, by designing the corrugated steel sheet to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel sheet, and a damping effect can be exhibited.

  Since the present invention is configured as described above, it is possible to reduce micro-vibration due to traffic, wind, or the like while maintaining earthquake resistance against earthquakes.

  Hereinafter, a corrugated steel shear wall according to an embodiment of the present invention will be described with reference to the drawings.

  First, the configuration of the corrugated steel shear wall 10 according to the first embodiment will be described.

  As shown in FIG. 1, a corrugated steel earthquake resistant wall 10 is installed on the construction surface of a frame 20 surrounded by left and right columns 12 and 14 made of reinforced concrete and upper and lower beams 16 and 18 made of reinforced concrete. The corrugated steel shear wall 10 includes a corrugated steel plate 22 formed by bending a steel plate into a corrugated shape, steel horizontal flanges 24 and 26 provided at upper and lower ends of the corrugated steel plate 22, and left and right ends of the corrugated steel plate 22. Vertical flanges 28 and 30 provided in the section, and a fixing member 42.

  The plate-like horizontal flanges 24 and 26 are joined together by welding or the like along the upper end (upper end side) or lower end (lower end side) of the corrugated steel plate 22, and the horizontal flanges 24 and 26 are joined to the beams 16 and 18. By attaching each, the corrugated steel plate 22 is disposed between the upper beam 16 and the lower beam 18 with the fold line (fold) being lateral.

  Specifically, as shown in FIG. 5, a lateral flange 26 is attached to the lower beam 18 via a joining plate 32 embedded in the upper surface 18 </ b> A of the lower beam 18. On the lower surface of the joining plate 32, embedded anchor nuts 34 and studs 36 serving as shear force transmitting elements are alternately welded. Further, a plurality of bolt holes 38 are formed in the joining plate 32 at positions corresponding to the anchor nuts 34. On the other hand, a plurality of bolt holes 40 corresponding to the bolt holes 38 are formed in the horizontal flange 26, the horizontal flange 26 is placed on the joining plate 32, and the bolt 35 penetrating the bolt holes 38, 40 is installed. The lateral flange 26 is joined to the joining plate 32 by being screwed into the anchor nut 34. Thereby, the lower beam 18 and the horizontal flange 26 are joined so that the shearing force acting on the corrugated steel plate 22 can be transmitted. In addition, although description is abbreviate | omitted, the horizontal flange 24 and the upper beam 16 are joined by the same method.

  Moreover, the lower beam 18 and the horizontal flange 26 should just be joined so that shearing force can be transmitted, and it is not restricted to the above-mentioned joining method. For example, the lateral flange 26 and the joining plate 32 may be welded together, or the lateral flange 26 may be directly bonded and fixed to the upper surface of the lower beam 14 with an adhesive such as an epoxy resin.

  As shown in FIG. 1, the plate-like vertical flanges 28 and 30 are the left end portion (left end side) and the right end portion (right end side) of the corrugated steel plate 22 except for the upper and lower portions of the corrugated steel plate 22. Joined by welding or the like. Upper and lower regions of the corrugated steel plate 22 where the vertical flanges 28 and 30 do not exist are non-stiffening regions 22B and 22C, and the vertical rigidity is smaller than the region 22A where the vertical flanges 28 and 30 are attached. The vertical flanges 28 and 30 are attached so that the non-stiffening region 22B has the same height at the left and right ends so that the overall rigidity and proof stress of the corrugated steel plate 22 can be easily designed. For the same reason, the non-stiffening region 22C has the same height at the left and right ends. Note that the left and right end portions of the non-stiffening regions 22B and 22C of the corrugated steel plate 22 do not necessarily have the same height.

  On both sides of the corrugated steel plate 22 in the width direction, a total of four fixing members 42 attached to the lower surface of the upper beam 16 and the upper surface of the lower beam 18 are provided. Since these fixing members 42 have the same structure, the fixing member 42 attached to the lower beam 18 and provided on the side of the vertical flange 28 will be described as an example. As shown in FIG. 3 or FIG. 4, the fixing member 42 has a cross section L by a fixing plate 44 made of a steel plate and a mounting plate 46 (mounting member) made of a steel plate erected along the edge of the fixing plate 44. It is formed in a letter shape. Between the fixed plate 44 and the mounting plate 46, two reinforcing stiffening ribs 48 are welded to face each other so as to straddle the fixed plate 44 and the mounting plate 46.

  As shown in FIG. 5, a plurality of bolt holes 50 corresponding to the bolt holes 38 formed in the joining plate 32 are formed in the fixing plate 44, and the bolts 35 are passed through these bolt holes 38, 50 to anchor them. The fixing plate 44 is joined to the joining plate 32 by being screwed into the nut 34. Thereby, the beam 18 and the fixing member 42 are joined so that the horizontal force which the frame 20 acts can be transmitted.

  As shown in FIG. 3 or FIG. 4, stopper means is provided between the mounting plate 46 and the vertical flange 28 facing each other. The stopper means includes a long hole 52 formed in the mounting plate 46 and a steel stopper pin 54 protruding from the side surface 28A of the vertical flange 28.

  A long hole 52 (opening) is formed between the opposing stiffening ribs 48 in the mounting plate 46, and a cylindrical stopper pin 54 protruding from the side surface 28A at the lower end of the vertical flange 28 can be inserted. It has become. The long hole 52 is an ellipse extending in the vertical direction, and the stopper pin 54 can be relatively displaced in the vertical direction along the long axis of the ellipse. Further, on the inner wall of the long hole 52, an upper edge portion 52A with which the stopper pin 54 abuts when the vertical flange 28 is relatively displaced upward with respect to the mounting plate 46, and the vertical flange 28 on the lower side with respect to the mounting plate 46. The lower edge portion 52B with which the stopper pin 54 abuts when it is relatively displaced. The stopper pin 54 abuts against the upper edge 52A and the lower edge 52B so that the stopper means functions, the relative displacement between the mounting plate 46 and the vertical flange 28 is stopped at a predetermined position, and the mounting plate 46 and the vertical flange are stopped. Stress transmission to and from 28 is mutually performed. Thereby, the vertical component of the shearing force generated in the corrugated steel plate 22 is transmitted from the vertical flange 28 to the fixing member 42 via the stopper pin 54, and the corrugated steel plate 22 resists horizontal force as an earthquake resistant element and exhibits an earthquake resistance effect. . At this time, the rigidity of the fixing member 42 is made larger than the rigidity of the non-stiffening region 22 </ b> C so that most of the vertical component of the shearing force of the corrugated steel plate 22 is transmitted to the fixing member 42. Further, by changing the length of the long axis of the long hole 52, the shear deformation amount of the viscoelastic body 56 described later is adjusted.

  A viscoelastic body 56 having a thickness of about 1 to 2 mm is provided between the opposing vertical flange 28 and the mounting plate 46. At the center of the viscoelastic body 56, an elongated hole 58 having an approximately same shape as the elongated hole 52 of the mounting plate 46 is formed, and the stopper pin 54 inserted into the elongated hole 58 has an elliptical long axis. Can be displaced relative to each other in the vertical direction. The viscoelastic body 56 is fixed to the side surface 28A of the lower end portion of the vertical flange 28 and the mounting surface 46A of the mounting plate 46 with an adhesive or the like, and can be sheared when the mounting plate 46 and the vertical flange 28 are relatively displaced. It is said that.

  As described above, the mounting surfaces 46A of the mounting plates 46 are arranged to face the side surfaces 28A and 30A of the upper and lower ends of the vertical flanges 28 and 30, and the side surfaces 28A and 30A of the vertical flanges 28 and 30 and the mounting plates. A viscoelastic body 56 is fixed to the mounting surface 46A of the 46 so as to be shearable in the vertical direction.

The thickness, shape, material, and the like of the viscoelastic body 56 are appropriately designed according to the environmental performance (fine vibration damping performance) required for the building where the corrugated steel seismic wall 10 is installed. As the material of the viscoelastic body 56, for example, diene rubber, butyl rubber, acrylic, urethane asphalt rubber or the like can be used. If diene rubber is used, the shear elastic modulus G = 2.0 kg / cm. ^{2 It is} possible to realize an equivalent attenuation constant heq = 0.30. Further, the position (predetermined position) at which the long hole 52 and the stopper pin 54 come into contact with each other to stop the relative displacement between the vertical flange 28 and the mounting plate 46 is determined from the amount of shear deformation required for the viscoelastic body 56.

  Next, the operation and effect of the corrugated steel shear wall 10 according to the first embodiment will be described.

  FIG. 6 is an explanatory diagram exaggeratingly illustrating the deformation state of the corrugated steel shear wall 10 when a horizontal force such as wind load or seismic load is applied to the corrugated steel shear wall 10, and FIG. The deformed state of the corrugated steel shear wall 10 before the stopper means functions is shown, and FIG. 6B shows the deformed state of the corrugated steel shear wall 10 when the stopper means functions. For convenience of explanation, the non-stiffening region 22B and the fixing member 42 to which the upper beam 16 is attached are omitted. Further, the mounting plate 46 facing the vertical flange 28 is a mounting plate 46L, and the mounting plate 46 facing the vertical flange 30 is a mounting plate 46R. In FIG. 6B, in order to visualize that the vertical component of the shearing force is transmitted from the vertical flanges 28 and 30 to the mounting plates 46R and 46L, the deformation state of the mounting plates 46R and 46L is exaggeratedly shown. Yes. Moreover, the two-dot chain line in FIG. 6 (A) and FIG. 6 (B) has shown the state before the deformation | transformation of the upper and lower beams 16 and 18 and the corrugated steel earthquake-resistant wall 10. FIG.

As shown in FIG. 6A, when a horizontal force F acts on the frame 20 (see FIG. 1) due to wind, traffic vibration, or the like, interlayer deformation occurs in the frame 20, and the upper and lower beams 16, 18 are relatively displaced. Thereby, a horizontal force is transmitted to the corrugated steel plate 22 via the lateral flanges 24 and 26 (see FIG. 1), and the corrugated steel plate 22 repeats shear deformation. When the corrugated steel plate 22 undergoes shear deformation, a shearing force acting on the corrugated steel plate 22 is generated as a horizontal force (horizontal component Q of the shearing force), and a bending moment generated in the corrugated steel plate 22 by this shearing force is generated by the vertical flange 28. , acts on the vertical flange 28, 30 as the distance between 30 (vertical component _T 1 of the shearing force, _{T 2)} is vertical force (the length of the horizontal flange 24, 26).

Due to the vertical components T ₁ and T ₂ of the shearing force, the non-stiffening region 22C of the corrugated steel sheet 22 having a smaller vertical stiffness than the region 22A expands and contracts intensively. That is, the vicinity of the left end of the non-stiffening region 22C extends like an accordion, the vertical flange 28 moves upward, and the vicinity of the right end of the non-stiffening region 22C contracts like an accordion. Thus, the vertical flange 30 moves downward. As a result, the vertical flange 28 is relatively displaced upward with respect to the mounting plate 46L, and the vertical flange 30 is relatively displaced downward with respect to the mounting plate 46R. On the other hand, when the horizontal force F acts in the opposite direction (from right to left in FIG. 6A), the vertical flange 28 is relatively displaced downward with respect to the mounting plate 46L, and the vertical flange 30 is moved to the mounting plate 46R. On the other hand, it is displaced upward.

Therefore, as shown in FIG. 7B or 7C, the viscoelastic body 56 provided between the mounting plate 46L and the vertical flange 28 repeats shear deformation, and vibration energy is converted into heat energy. The slight vibration caused by wind and traffic vibrations is reduced. As described above, the corrugated steel shear wall 10 does not simply deform the viscoelastic body 56 by using shear deformation of the corrugated steel plate 22, but utilizes the mechanical property of the corrugated steel plate 22 that has low vertical rigidity. Non-stiffening regions 22B and 22C are provided in the steel plate 22 to increase the amount of vertical deformation of the corrugated steel plate 22 due to the vertical components T ₁ and T ₂ of the shear force, thereby improving the energy absorption efficiency by the viscoelastic body 56. It is. Therefore, compared with a composite damper that simply deforms a viscoelastic body by utilizing shear deformation of a wall-type steel damper, it is possible to enhance the vibration reduction effect against fine vibrations such as wind and traffic vibration.

  In this way, by applying attenuation to the corrugated steel shear wall 10 by the viscoelastic body 56, it is possible to reduce fine vibrations due to wind loads and traffic vibrations, and the environmental performance of the building in which the corrugated steel shear wall 10 is installed. Can be improved. Further, by providing the corrugated steel sheet 22 with the non-stiffening region 22C, the shear deformation amount of the viscoelastic body 56 is increased and the vibration reduction effect is improved as compared with the case where the non-stiffening region 22C is not provided.

  On the other hand, as shown in FIG. 7 (B) or 7 (C), when the relative displacement between the vertical flange 28 and the mounting plate 46L increases due to a horizontal force such as an earthquake load, as shown in FIG. 6 (B). The stopper pin 54 comes into contact with the upper edge portion 52A or the lower edge portion 52B of the long hole 52, and the relative displacement between the vertical flange 28 and the mounting plate 46L is stopped at a predetermined position, and between the vertical flange 28 and the mounting plate 46L. Thus, stress is transmitted to each other via the highly rigid stopper pin 54. Thereby, the corrugated steel shear wall 10 resists horizontal force as an earthquake resistant element, and exhibits an earthquake resistance effect. In addition, by designing the corrugated steel plate 22 to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel plate, and a damping effect can be exhibited. In addition, although description is abbreviate | omitted, stress transmission is made | formed mutually between the vertical flange 30 and the attachment plate 46R because a stopper means functions.

  The attachment plate 46L and the non-stiffening region 22C of the corrugated steel plate 22 are mechanically joined to the region 22A of the corrugated steel plate 22 as a parallel spring. Therefore, most of the vertical component of the shearing force is transmitted to the structural member such as the beam 18 constituting the frame 20 via the mounting plate 46L.

  As described above, the microvibration can be reduced by the damping performance of the viscoelastic body 56 against microvibration such as wind and traffic vibration, while the corrugated steel shear wall is against the vibration with a large seismic load. 10 can reduce vibration by exhibiting the original seismic performance and damping performance. Therefore, while maintaining the seismic performance and vibration control performance of the corrugated steel shear wall 10, it is possible to reduce fine vibrations such as wind and traffic vibration, and to improve the environmental performance of the building where the corrugated steel shear wall 10 is installed. be able to. Furthermore, by providing the stopper means, the deformation range of the viscoelastic body 56 is limited, and breakage and damage of the viscoelastic body 56 are prevented.

  Further, as shown in FIG. 1, by providing the non-stiffening region 22C at the lower portion of the corrugated steel plate 22, the distance between the lower end portions of the vertical flanges 28 and 30 and the beam 18 is shortened, and the height of the mounting plate 46 is increased. Can be small. Thereby, the design strength of the mounting plate 46 can be lowered.

Generally, when vibration (swing) occurs in a building, acceleration (swing) is maximized at the top of the building. This acceleration is inversely proportional to the route of the first-order mode attenuation coefficient h of the building. Therefore, assuming that the damping coefficient when the viscoelastic body 56 is not provided on the corrugated steel shear wall 10 is 1%, and the additional attenuation when the viscoelastic body 56 is provided on the corrugated steel shear wall 10 is 1%, Since 1 / √2≈0.7, the acceleration generated at the top of the building can be attenuated by about 30%. The viscoelastic body 56 can be modeled using a Voigt model, and the spring constant K of the viscoelastic body 56 is K = G × A / t (G: shear modulus, A: cross-sectional area, t : Thickness), and the damping constant C is obtained by C = K × h / (π × f) (h: first-order mode damping coefficient, f: first-order natural frequency). Further, a vibration model 59 of the viscoelastic body 56, the fixing member 42, and the non-stiffening region 22C is as shown in FIG. _{K 1} in FIG. 8 is a rigidity of the fixing member 42, _{K 2} is the stiffness of the Hiho rigid region 22C. By adding such a vibration model 59 to a building vibration model and performing complex eigenvalue analysis or nonlinear response analysis, it is possible to appropriately design additional damping by the viscoelastic body 56.

  Next, the configuration of the corrugated steel shear wall 60 according to the second embodiment will be described. In addition, the thing of the same structure as 1st Embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

As shown in FIG. 9, the corrugated steel earthquake resistant wall 60 includes two corrugated steel plates 22 and 62.
The corrugated steel plate 62 has the same configuration as the corrugated steel plate 22, and the upper and lower beams are arranged via plate-like horizontal flanges 24 and 26 provided at the upper end (upper end side) or lower end (lower end side) of the corrugated steel plate 62. 16 and 18 are attached. Further, on the corrugated steel sheet 62, vertical flanges 64 and 66 are welded to the left end portion (left end side) and the right end portion (right end side) of the corrugated steel sheet 62 except for the upper part and the lower part of the corrugated steel sheet 62. Is attached by. The upper and lower regions of the corrugated steel sheet 62 where the vertical flanges 64 and 66 do not exist are non-stiffening regions 62B and 62C, respectively, and the vertical rigidity is smaller than the region 62A where the vertical flanges 64 and 66 are attached. .

  The corrugated steel plate 22 and the corrugated steel plate 62 are arranged between the upper and lower beams 16 and 18 with a gap in the horizontal direction, and two fixing members 68 are arranged between the vertical flange 30 and the vertical flange 64 facing each other. Has been. The fixing member 68 is fixed to the upper and lower beams 16 and 18, and viscoelastic bodies 56 are provided between the vertical flange 30 and the fixing member 68 and between the vertical flange 64 and the fixing member 68, respectively. The fixing member 68 is attached to the upper and lower beams 16 and 18 by the same method as the fixing member 42.

  The fixing member 68 attached to the lower beam 18 will be described as an example. As shown in FIG. 10, the fixing member 68 includes a fixing plate 44 and a mounting plate 70 made of a steel plate standing on the fixing plate 44. Are formed in a T-shaped cross section. Both surfaces of the mounting plate 70 are mounting surfaces 70A and 70B to which the viscoelastic body 56 is bonded. In addition, columnar stopper pins 72 and 74 made of steel project toward the vertical flanges 30 and 64 on the mounting surfaces 70A and 70B, respectively. Note that the fixing member 68 may be appropriately reinforced with a stiffening rib or the like.

  On the other hand, the longitudinal flange 30 is formed with a long hole 76 (opening) into which the stopper pin 72 is inserted. The long hole 76 is an ellipse extending in the vertical direction, and the stopper pin 72 can be relatively displaced in the vertical direction along the long axis of the ellipse. Further, on the inner wall of the long hole 76, the upper edge portion 76 </ b> A with which the stopper pin 72 abuts when the vertical flange 30 is relatively displaced upward with respect to the mounting plate 70, and the vertical flange 30 is downward with respect to the mounting plate 46. The lower edge portion 76B with which the stopper pin 72 abuts when the relative displacement occurs. The stopper pin 72 abuts against the upper edge portion 76A and the lower edge portion 76B so that the stopper means functions, the relative displacement between the attachment plate 70 and the vertical flange 30 is stopped, and the attachment plate 70 and the vertical flange 30 are separated. In the meantime, stress is transmitted to each other via the stopper pin 72 having high rigidity.

  Similar to the vertical flange 30, a long hole 78 (opening) into which the stopper pin 74 is inserted is formed in the vertical flange 64. The long hole 78 is an ellipse extending in the vertical direction, and the stopper pin 74 can be relatively displaced in the vertical direction along the long axis of the ellipse. Further, on the inner wall of the long hole 78, an upper edge portion 78A with which the stopper pin 74 abuts when the vertical flange 64 is relatively displaced upward with respect to the mounting plate 70, and the vertical flange 64 with respect to the mounting plate 46 is below. The lower edge portion 78B is brought into contact with the stopper pin 74 when it is relatively displaced. When the stopper pin 74 comes into contact with the upper edge portion 78A and the lower edge portion 78B, the stopper means functions, and the relative displacement between the mounting plate 70 and the vertical flange 64 is stopped. In the meantime, stress is transmitted to each other via the highly rigid stopper pin 74. At this time, the rigidity of the fixing member 68 is made larger than the rigidity of the non-stiffening region 62 </ b> C so that most of the vertical component of the shearing force of the corrugated steel sheet 62 is transmitted to the fixing member 68. Furthermore, the amount of shear deformation of the viscoelastic body 56 is adjusted by changing the lengths of the long axes of the long holes 76 and 78.

  The viscoelastic body 56 provided between the vertical flange 30 and the mounting plate 70 is fixed to the side surface 30A of the lower end portion of the vertical flange 30 and the mounting surface 70A of the mounting plate 70 with an adhesive or the like. Shear deformation is possible when the longitudinal flange 30 is relatively displaced. The viscoelastic body 56 provided between the vertical flange 64 and the mounting plate 70 is fixed to the side surface 64A of the lower end portion of the vertical flange 64 and the mounting surface 70B of the mounting plate 70 with an adhesive or the like. Shear deformation is possible when 70 and the longitudinal flange 64 are relatively displaced.

  Next, operations and effects of the corrugated steel shear wall 60 according to the second embodiment will be described.

  Similar to the first embodiment, when a horizontal force such as wind or traffic vibration acts on the frame 20 (see FIG. 9), interlayer deformation occurs in the frame 20, and the upper and lower beams 16, 18 are relatively displaced, and the corrugated steel plate 22 and 62 repeat shear deformation. Thereby, the vertical flanges 30 and 64 are relatively displaced with respect to the mounting plate 70, respectively, and the viscoelastic body 56 provided between the mounting plate 70 and the vertical flange 30, and the space between the mounting plate 70 and the vertical flange 64. Each of the viscoelastic bodies 56 provided in the plate is subjected to shear deformation to absorb vibration energy. Therefore, the slight vibration generated in the building due to wind or traffic vibration is reduced.

  On the other hand, when a horizontal force such as an earthquake load acts on the frame 20, and the relative displacement between the vertical flange 30 and the mounting plate 70 becomes large, the stopper pin 72 is moved as shown in FIG. 10 (B) or FIG. 10 (C). Abutting against the upper edge portion 76A or the lower edge portion 76B of the long hole 76, the relative displacement between the vertical flange 30 and the mounting plate 70 is stopped, and the stress transmission is performed between the vertical flange 30 and the mounting plate 70. . Similarly, when the relative displacement between the vertical flange 64 and the mounting plate 70 increases, the stopper pin 74 comes into contact with the upper edge 78A or the lower edge 78B of the elongated hole 78, and the vertical flange 64 and the mounting plate 70 are brought into contact with each other. The relative displacement is stopped, and the stress is transmitted between the vertical flange 64 and the mounting plate 70. Thereby, the corrugated steel shear wall 60 (see FIG. 9) resists horizontal force as an earthquake resistant element, and exhibits an earthquake resistance effect. Further, by designing the corrugated steel plates 22 and 62 to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel plates, and a damping effect can be exhibited.

Further, since the corrugated steel plate 22 and the corrugated steel plate 62 undergo shear deformation in the same direction (the same horizontal direction), the vertical component of the opposite shearing force acts on the opposing longitudinal flanges 30 and 64. That is, as shown in FIG. 10B, when the horizontal force F acts from the corrugated steel plate 22 toward the corrugated steel plate 62, the vertical flange 30 of the corrugated steel plate 22 has a vertical shear force acting on the corrugated steel plate 22. The component T ₂ acts downward, and the vertical component T ₁ of the shearing force acting on the corrugated steel plate 62 acts upward on the vertical flange 64 of the corrugated steel plate 62. On the other hand, as shown in FIG. 10C, when the horizontal force F acts from the corrugated steel plate 62 toward the corrugated steel plate 22, the vertical flange 30 of the corrugated steel plate 22 has a vertical shearing force acting on the corrugated steel plate 22. component T ₂ acts upward, the vertical flange 64 of the corrugated steel 62, the vertical component T ₁ of the shearing forces acting on the corrugated steel 62 acts downward. Accordingly, the vertical components T ₁ and T ₂ of the shearing force in the opposite direction act on the mounting plate 70 from the vertical flanges 30 and 64 to cancel each other. Therefore, the design strength of the mounting plate 70 can be lowered, and the concentration force acting on the lower beam 18 via the mounting plate 70 is reduced, so that the design strength of the beam 18 can be lowered. In addition, although description is abbreviate | omitted, the vertical component of the shearing force of the reverse direction acts on the attachment plate 70 fixed to the upper beam 16 similarly from the vertical flanges 30 and 64, respectively.

  Furthermore, the number of members can be reduced by sharing one mounting plate 70 between the vertical flanges 30 and 64 facing each other, and the cost can be reduced.

  In this embodiment, the two corrugated steel plates 22 and 62 are disposed between the upper and lower beams 16 and 18 of the frame 20, but two corrugated steel plates may be disposed. In this case, what is necessary is just to arrange | position the attachment plate 70 between the vertical flanges which oppose in each adjacent corrugated steel plate.

  Next, a modified example of the stopper means will be described.

  In the first embodiment, the stopper means is composed of the long hole 52 formed in the mounting plate 46 and the stopper pin 54 protruding from the side surface 28A of the vertical flange 28. FIG. 11A or FIG. 11 (B), a stopper pin 54 may protrude from the mounting surface 46A of the mounting plate 46, and a long hole 52 may be formed in the vertical flange 28. Further, a plurality of stopper pins 54 may be provided. For example, as shown in FIG. 11B, two stopper pins 54 are provided so as to sandwich the corrugated steel plate 22 from both sides, and a long hole 52 into which these stopper pins 54 are respectively inserted is formed in the vertical flange 28. May be.

  Moreover, the stopper pin 54 does not necessarily have to penetrate the viscoelastic body 56, and as shown in FIG. 12A, a protruding portion 80 protruding from the mounting plate 46 toward the vertical flange 28 side, and a vertical flange The stopper means may be constituted by a pair of stopper members 82A and 82B that protrude from the side surface 28A of the 28 and sandwich the protruding portion 80 in the vertical direction. As shown in FIG. 12 (B) or FIG. 12 (C), when the relative displacement occurs between the mounting plate 46 and the vertical flange 28, the stopper means causes the lower end portion 80B of the projecting portion 80 and the stopper member 82B to move. The relative displacement between the mounting plate 46 and the vertical flange 28 is stopped at a predetermined position by the contact or the upper end portion 80A of the projecting portion 80 and the stopper member 82A. In this stopper means, since the elongated hole 58 is not formed in the viscoelastic body 56, the shape of the viscoelastic body 56 is simplified, and the design of the viscoelastic body 56 is facilitated.

  Further, as shown in FIG. 13, long holes 52 may be formed in the attachment plate 46 and the vertical flange 28, and the stopper pins 84 may be inserted into the long holes 52. A stopper plate 86 is integrally formed at both axial ends of the stopper pin 84 so that the stopper pin 84 does not come out of the elongated hole 52.

  In the first embodiment, the mounting plate 46 is fixed to the upper and lower beams 16, 18. However, as shown in FIG. 14, the mounting plate 88 may be attached to the column 12 as the frame 20 (see FIG. 1). . The mounting plate 88 is joined to the column 12 by passing bolts 92 through bolt holes 90 formed in the upper and lower portions of the mounting plate 88 and screwing them into anchor nuts 94 embedded in the column 12. Furthermore, without fixing the mounting plate 88 of the pillar 12, the long hole 52 can be formed in the side surface of the pillar 12, and the stopper pin 54 can be inserted.

  In the first embodiment described above, the non-stiffening regions 22B and 22C are provided on the upper and lower portions of the corrugated steel plate 22. However, the present invention is not limited to this. A) or a schematic diagram shown in FIG. 6B may be provided only at the lower portion of the corrugated steel plate 22. Further, as shown in FIG. 15, a region 22A in which a vertical flange 28 is provided below the non-stiffening region 22C may be provided.

  In consideration of the design strength of the fixing member 42, it is preferable that the distance from the beams 16 and 18 to the stopper pin 54 is small. This is because when the distance from the beams 16 and 18 to the stopper pin 54 is increased, an additional stress such as a bending moment generated in the fixing member 42 due to the shearing force transmitted from the vertical flanges 28 and 30 increases. In order to suppress such an added stress, it is desirable to suppress the mounting height of the stopper pin 54 to about 1/3 or less of the member height of the corrugated steel plate 22. However, the mounting height of the stopper pin 54 is not necessarily limited to 1/3 or less of the member height of the corrugated steel plate 22, and the mounting height of the stopper pin 54 exceeds 1/3 of the member height of the corrugated steel plate 22. In this case, the fixing member 42 may be designed in consideration of the above-described additional stress.

Further, as shown in FIG. 16A or 16B, the corrugated shape of the non-stiffened region 22C of the corrugated steel plate 22 is formed more densely than the corrugated shape of the region 22A of the other corrugated steel plate 22. Thus, the vertical rigidity of the non-stiffening region 22C can be reduced. Here, the axial elastic modulus E _w of the corrugated steel sheet 22 is given by the equation (1).

なお、α：波形形状係数（α＝（ａ＋ｃ）／（３ａ＋ｂ））、ａ：山の頂面部の折り目長さ、ｂ：斜辺部の折り目長さ、ｃ：斜辺部の折り目の投影長さ、Ｅ_０：波形鋼板のヤング係数Ｅ０：鋼板のヤング係数、ｔ：波形鋼板の板厚、ｈ：波の高さ、である。

Where α: waveform shape factor (α = (a + c) / (3a + b)), a: crease length at the top of the mountain, b: crease length at the oblique side, c: projection length at the crease at the oblique side, E ₀ : Young's modulus of corrugated steel sheet E0: Young's modulus of corrugated steel sheet, t: thickness of corrugated steel sheet, h: height of wave.

Therefore, for example, the crease length a of the crest surface portion of the non-stiffening region 22C where the vertical flange 28 does not exist is made smaller than the region 22A of the corrugated steel plate 22 provided with the vertical flange 28 (the waveform shape is made dense). it is to be), because the axial modulus of elasticity E _w of the non-stiffening region 22C is smaller than the area 22A, the vertical stiffness of the non-stiffening region 22C can be further reduced. Thus, since the relative displacement of the vertical flange 28 with respect to the mounting plate 46 (see FIG. 1) can be increased by reducing the vertical rigidity of the non-stiffening region 22C, the vibration reducing effect of the viscoelastic body 56 is reduced. Can be increased.

  In the first and second embodiments, the horizontal flanges 24 and 26 and the vertical flanges 28, 30, 64, and 66 are formed in a plate shape. However, the present invention is not limited to this, and H-shaped steel, L-shaped steel, angle steel, round Steel bars or the like may be used. Further, the long holes 52, 76 and 78 constituting the stopper means are not limited to an ellipse but may be a polygonal hole such as a rectangle. Further, the stopper pins 54, 72, 74 are not limited to cylinders, and may be constituted by prisms or the like.

  Further, the columns 12 and 14 and the beams 16 and 18 in the first and second embodiments are not limited to reinforced concrete structures, but are steel reinforced concrete structures, prestressed concrete structures, steel structures, on-site casting methods, precast methods, and the like. The present invention can be applied to structural members using various methods. For example, in the first embodiment, a concrete slab or a small beam may be used instead of the beam 16.

  Further, for the convenience of explanation, reinforcing bars, shear reinforcing bars and the like arranged in the columns 12, 14, and beams 16, 18 are omitted, but reinforcing bars and shear reinforcing bars are appropriately selected according to the strength required for each member. What is necessary is just to provide. Furthermore, the corrugated steel earthquake resistant walls 10 and 60 of the present invention may be used for a part of a building or for all. Furthermore, the corrugated steel plates 22 and 62 may be corrugated steel plates having a cross-sectional shape as shown in FIGS.

  The first and second embodiments of the present invention have been described above. However, the present invention is not limited to such embodiments, and the first and second embodiments may be used in combination. Of course, various embodiments can be implemented without departing from the scope of the invention.

It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the corrugated steel shear wall according to the first embodiment of the present invention. It is a perspective view which shows the stopper means which concerns on the 1st Embodiment of this invention. It is a disassembled perspective view which shows the stopper means which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the leg part of the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. FIG. 6 is an explanatory view exaggeratingly showing the deformation state of the corrugated steel shear wall according to the first embodiment of the present invention, (A) shows the deformation state before the stopper means functions, (B ) Shows a deformed state when the stopper means functions. It is an operation | movement figure which shows operation | movement of the stopper means which concerns on the 1st Embodiment of this invention, (A) shows a stop state, (B), (C) has shown the state which the stopper means functioned. It is a vibration model of the leg part of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on the 2nd Embodiment of this invention. It is an operation | movement figure which shows operation | movement of the stopper means which concerns on the 2nd Embodiment of this invention, (A) shows a stop state, (B), (C) has shown the state which the stopper means functioned. (A) is a front view which shows the modification of the stopper means which concerns on the 1st, 2nd embodiment of this invention, (B) is 2-2 sectional view taken on the line of FIG. 10 (A). It is an operation | movement figure which shows the operation | movement of the modification of the stopper means which concerns on the 1st, 2nd embodiment of this invention, (A) shows a stop state, (B), (C) is the state which the stopper means functioned Is shown. It is a front view which shows the modification of the stopper means which concerns on the 1st, 2nd embodiment of this invention. It is a front view which shows the modification of the stopper means which concerns on the 1st, 2nd embodiment of this invention. It is a front view which shows the modification of the stopper means which concerns on the 1st, 2nd embodiment of this invention. (A) is a front view which shows the fragment | piece of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention, (B) is 3-3 sectional view taken on the line of FIG. 10 (A). It is sectional drawing which shows the cross-sectional shape of the corrugated steel plate which concerns on the 1st, 2nd embodiment of this invention.

Explanation of symbols

10 Corrugated steel shear wall 16 Beam (horizontal member)
18 Beam (horizontal member)
20 frame 22 corrugated steel plate 22B non-stiffening region 22C non-stiffening region 24 horizontal flange 26 horizontal flange 28 vertical flange 30 vertical flange 46 mounting plate (mounting member)
52 Long hole (opening)
52A Upper edge 52B Lower edge 54 Stopper pin (stopper means)
54A Upper edge portion 54B Lower edge portion 56 Viscoelastic body 60 Corrugated steel plate earthquake resistant wall 62 Corrugated steel plate 62B Non-stiffening region 62C Non-stiffening region 64 Vertical flange 66 Vertical flange 70 Mounting plate (mounting member)
72 Stopper pin (stopper means)
74 Stopper pin (stopper means)
76 Long hole (stopper means, opening)
76A Upper edge portion 76B Lower edge portion 78 Long hole (stopper means, opening)
78A Upper edge part 78B Lower edge part 80 Projection part (stopper means)
82A Stopper member (stopper means)
82B Stopper member (stopper means)
84 Stopper pin (stopper means)
88 Mounting plate (Mounting member)

Claims (6)

Corrugated steel sheets arranged with the fold line between the upper and lower horizontal members constituting the frame;
A horizontal flange provided at the upper and lower ends of the corrugated steel sheet and attached to the upper and lower horizontal members;
Vertical flanges provided at the left and right ends of the corrugated steel sheet;
A non-stiffening region provided on the corrugated steel sheet, wherein the vertical flange does not exist at left and right ends of the corrugated steel sheet;
An attachment member attached to the frame;
A viscoelastic body provided between the mounting member and the vertical flange so as to be shearable in the vertical direction;
Stopper means provided between the mounting member and the vertical flange, and stopping the relative displacement in the vertical direction between the mounting member and the vertical flange at a predetermined position;
Corrugated steel shear wall with The non-stiffening regions are provided at the top and bottom of the corrugated steel sheet,
The attachment members are respectively attached to the upper and lower horizontal members;
2. The viscoelastic body is fixed to a side surface of an upper end portion and a lower end portion of the vertical flange, and the attachment member facing the side surface of the upper end portion and the lower end portion of the vertical flange, respectively. Corrugated steel shear wall. The non-stiffening region is provided at the top or bottom of the corrugated steel sheet;
The attachment members are respectively attached to the horizontal members above or below;
2. The viscoelastic body according to claim 1, wherein the viscoelastic body is fixed to a side surface of an upper end portion or a lower end portion of the vertical flange and a mounting member facing the side surface of the upper end portion or the lower end portion of the vertical flange. Corrugated steel shear wall.   A plurality of the corrugated steel plates are disposed between the upper and lower horizontal members at intervals in the lateral direction, the mounting member is disposed between the opposing vertical flanges, and the mounting member and the vertical flange are disposed between the mounting members and the vertical flanges. The corrugated steel earthquake-resistant wall according to any one of claims 1 to 3, wherein each of the viscoelastic bodies is provided.   The corrugated steel earthquake-resistant wall according to any one of claims 1 to 4, wherein the corrugated shape of the non-stiffening region is made denser than the corrugated shape of the other corrugated steel plate regions.   The stopper means includes an opening provided in one of the mounting member and the vertical flange, and protrudes from the other of the vertical flange and the mounting member, and is inserted into the opening. A corrugated steel shear wall according to any one of claims 1 to 5, further comprising a stopper pin that comes into contact with an edge portion and stops a relative displacement in a vertical direction between the mounting member and the vertical flange at a predetermined position.

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