JP5132503B2 - Seismic structure and building - Google Patents

Description

  The present invention relates to an earthquake-resistant structure configured by arranging an earthquake-resistant member between an upper horizontal member and a lower horizontal member constituting a building layer, and a building.

  Seismic elements in buildings include reinforced concrete seismic walls (hereinafter referred to as “RC seismic walls”) arranged on a frame composed of columns and horizontal members, and slanted between columns and columns that constitute the frame. The braces that are handed over are known. However, the installation location is usually limited to the frame structure.

  Patent Document 1 proposes a corrugated steel shear wall in which a corrugated steel sheet obtained by processing a steel sheet into a corrugated shape is arranged on the frame surface of the frame with its fold line being lateral. This corrugated steel shear wall does not bear vertical force because it extends and contracts like an accordion in the vertical direction, but it can resist horizontal force and has excellent deformation performance while ensuring shear rigidity and shear strength. doing. Furthermore, the shear rigidity and shear strength can be adjusted by changing the material strength, thickness, number of overlapping sheets, corrugated pitch, wave height, etc. of the steel sheet, realizing a seismic wall with a high degree of design freedom.

  Furthermore, Patent Document 2 discloses an earthquake-resistant structure 312 in which corrugated steel plates are arranged outside the frame surface as shown in FIG. The seismic structure 312 includes a corrugated steel plate 318, and the corrugated steel plate 318 is disposed between the upper and lower slabs 326 supported by the large beam 316 and the column 314. A vertical flange 320 is provided on the left and right edges of the corrugated steel sheet 318, and a horizontal flange 322 is provided along the upper and lower edges. The ends of the vertical flange 320 and the horizontal flange 322 are joined together to form a frame body 324 that surrounds the outer periphery of the corrugated steel plate 318. The corrugated steel plate 318 configured as described above is installed between the upper and lower slabs 326 by joining the horizontal flange 322 to the slab 326 with bolts 328A and nuts 328B. That is, in the earthquake-resistant structure 312 of Patent Document 2, the degree of freedom of the installation position of the corrugated steel sheet 318 is improved by installing the corrugated steel sheet 318 outside the frame structure.

  Here, when a relative displacement occurs in the upper and lower slabs 326 constituting the frame due to an earthquake load or the like, a shearing force acts on the corrugated steel sheet 318 and the corrugated steel sheet 318 is sheared. Thereby, the corrugated steel plate 318 resists a horizontal force and exhibits an earthquake resistance effect. Further, by designing the corrugated steel sheet 318 to yield with respect to a horizontal force, the vibration energy is converted into plastic deformation energy, and the corrugated steel sheet 318 can exhibit a damping effect.

However, as shown in the schematic diagram of FIG. 26 (B), if the vertical rigidity of the slab or beam on which the corrugated steel plate 318 is installed is small and bending hinge or shear failure occurs at an early stage, the rigid body of the corrugated steel plate 318 ( Rotation) deformation only increases, and as shown in FIG. 26A, the corrugated steel sheet 318 is shear deformed, and the shear rigidity and shear strength inherent to the corrugated steel sheet 318 cannot be fully exhibited. That is, the installation position of the corrugated steel sheet 318 may be limited depending on the vertical rigidity of the beam or slab.
JP 2005-264713 A JP 2008-7945 A

  In consideration of such facts, an object of the present invention is to provide a seismic structure and a building in which the degree of freedom of installation positions of seismic members is improved.

  The earthquake-resistant structure according to claim 1 is disposed between an upper horizontal member and a lower horizontal member that constitute a layer of a building and is outside the frame structure, and is joined to the upper horizontal member and the lower horizontal member. An upper stiffening means for connecting a joint of the upper horizontal member to which the seismic member is joined and an upper horizontal member of an upper layer of the reinforcing layer on which the seismic member is disposed, and the seismic member Is provided with at least one of lower stiffening means for connecting the joint portion of the lower horizontal member to which the joint is joined and the lower horizontal member below the reinforcing layer.

  According to said structure, the earthquake-resistant member is arrange | positioned between the upper horizontal member and the lower horizontal member which comprise the layer of a building and are outside the construction surface of a frame. This seismic member is joined to the upper horizontal member and the lower horizontal member. When a relative deformation occurs between the upper horizontal member and the lower horizontal member due to an earthquake or the like, the horizontal force is applied from the upper horizontal member and the lower horizontal member. Is transmitted.

  Here, when a horizontal force such as an earthquake load acts on the building and an interlayer deformation occurs in the reinforcing layer, the earthquake-resistant member resists the horizontal force and transmits a vertical force to the upper horizontal member and the lower horizontal member. At this time, if the vertical rigidity of the upper horizontal member and the lower horizontal member is small, the upper horizontal member and the lower horizontal member are deformed in the vertical direction, and the rotational deformation of the seismic member is excellent. Power).

  In contrast, the seismic structure includes at least one of an upper stiffening means and a lower stiffening means. The joint of the upper horizontal member to which the seismic member is joined by the upper stiffening means and the upper horizontal member of the upper layer of the reinforcing layer on which the seismic member is arranged are connected, that is, the upper horizontal member of the reinforcing layer is connected by the upper stiffening means. Vertical rigidity is given to the joint part of the member. Further, the joint of the lower horizontal member to which the seismic member is joined by the lower stiffening means and the lower horizontal member below the reinforcing layer on which the seismic member is arranged are connected, that is, the lower part of the reinforcing layer is connected by the lower stiffening means. Vertical rigidity is given to the joint portion of the horizontal member. As a result, the upper horizontal member of the reinforcing layer and the upper horizontal member of the upper layer of the reinforcing layer integrally resist the vertical force transmitted from the seismic member, and the lower horizontal member of the reinforcing layer. And the lower horizontal member below the reinforcing layer integrally resist the vertical force.

  Therefore, vertical deformation at the joint between the upper horizontal member and the lower horizontal member of the reinforcing layer is suppressed, and the seismic performance inherent in the seismic member can be exhibited. Therefore, it becomes possible to arrange an earthquake-resistant member outside the frame of the frame, and the degree of freedom of the installation position of the earthquake-resistant member is improved.

  The earthquake-resistant structure according to claim 2 is the earthquake-resistant structure according to claim 1, wherein at least one of the upper stiffening means and the lower stiffening means is a stud member.

  According to the above configuration, by configuring at least one of the upper stiffening means and the lower stiffening means with the stud member, it is possible to impart vertical rigidity to the joint portion of the upper horizontal member and the lower horizontal member with a simple structure. it can.

  The seismic structure according to claim 3 is the seismic structure according to claim 2, wherein the spacer member is formed by connecting the first pillar member and the second pillar member in a vertically displaceable manner. A viscoelastic body provided between the first pillar member and the second pillar member so as to be shearable in the vertical direction; and the first pillar member provided on the first pillar member or the second pillar member; Stopper means for stopping the relative displacement in the vertical direction with the second column member at a predetermined position.

  According to said structure, a stud member is comprised from the 1st pillar member and the 2nd pillar member, and these 1st pillar member and the 2nd pillar member are connected so that relative displacement is possible to an up-down direction. Further, a viscoelastic body is provided between the first column member and the second column member so as to be capable of shearing in the vertical direction. Further, stopper means is provided on the first pillar member or the second pillar member. By this stopper means, the vertical displacement of the first column member and the second column member is configured to stop at a predetermined position.

  Here, when a vertical force is transmitted from the seismic member to the first column member or the second column member, the first part column member and the second column member are displaced relative to each other in the vertical direction. The elastic body undergoes shear deformation. Thereby, vibration energy is converted into heat energy in the viscoelastic body, and vibration is reduced.

  Further, when the relative displacement between the first pillar member and the second pillar member reaches a predetermined amount, the stopper means functions to limit the relative displacement between the first pillar member and the second pillar member, and the first pillar member and Together with the second column member, it resists vertical force. Thereby, vertical rigidity is provided to the upper horizontal member and lower horizontal member which comprise a reinforcement layer.

  Therefore, micro vibrations such as wind loads can be reduced by the damping performance of the viscoelastic body, and for large vibrations such as seismic loads, the stopper means functions so that Rotational deformation is suppressed, and the seismic performance inherent to the seismic member can be exhibited. Therefore, while maintaining the seismic performance of the seismic member, it is possible to reduce micro-vibration due to wind loads and the like, and to improve the environmental performance of the building.

  The seismic structure according to claim 4 is the seismic structure according to claim 1, wherein at least one of the upper stiffening means and the lower stiffening means is arranged with a folding line in the vertical direction. It is.

  According to said structure, at least one of an upper stiffening means and a lower stiffening means is comprised with a corrugated steel plate for stiffening. Therefore, when a horizontal force such as an earthquake load acts on the building and an interlayer deformation occurs in the upper layer or the lower layer of the reinforcing layer, the corrugated steel plate for stiffening resists the horizontal force and exhibits seismic performance. Moreover, by designing the corrugated steel sheet for stiffening to yield with respect to a horizontal force, the seismic energy is converted into the plastic deformation energy of the steel sheet, and vibration during a large earthquake is reduced.

  Further, in this seismic structure, corrugated steel plates for stiffening are arranged with the crease line in the vertical direction. When the corrugated steel sheet for stiffening is arranged with the folding line sideways, the corrugated steel sheet for stiffening expands and contracts like an accordion with respect to the vertical force transmitted from the earthquake-resistant member. On the other hand, when the corrugated steel sheet for stiffening is arranged with the crease line in the vertical direction, the corrugated steel sheet for stiffening does not expand and contract like the accordion with respect to the vertical force transmitted from the earthquake-resistant member. That is, the vertical rigidity given to the joint of the upper horizontal member or the lower horizontal member of the reinforcing layer to which the seismic member is joined becomes larger than when the corrugated steel plate for stiffening is placed with the crease sideways. . Therefore, the deformation | transformation of the orthogonal | vertical direction of the junction part of an upper horizontal member or a lower horizontal member is suppressed, and the seismic performance originally provided in the seismic member can be exhibited.

  The earthquake-resistant structure according to claim 5 is the earthquake-resistant structure according to any one of claims 1 to 4, wherein the earthquake-resistant member is disposed with a corrugated steel sheet placed with a folding line laterally, and upper and lower parts of the corrugated steel sheet. Provided along the side edges of the first horizontal member or the second horizontal member, and provided along the left and right side edges of the corrugated steel sheet, the first horizontal member and the first horizontal member. And a vertical flange that transmits a vertical force to the two horizontal members.

  According to said structure, the earthquake-resistant member is made into the corrugated steel plate. The corrugated steel sheet is provided with a horizontal flange and a vertical flange. The horizontal flange is provided along the upper and lower edges of the corrugated steel sheet, and the corrugated steel sheet is disposed in the reinforcing layer by joining the horizontal flange to the upper horizontal member or the lower horizontal member of the reinforcing layer. The vertical flange is provided along the left and right edges of the corrugated steel sheet, and the horizontal force borne by the corrugated steel sheet is transmitted from the vertical flange to the joint between the upper horizontal member and the lower horizontal member of the reinforcing layer. The

  When a horizontal force such as seismic load acts on the building and an interlayer deformation occurs between the upper horizontal member and the lower horizontal member constituting the reinforcing layer, the corrugated steel plate resists the horizontal force and exhibits seismic performance. In addition, by designing the corrugated steel sheet to yield with respect to the horizontal force, the seismic energy is converted into the plastic deformation energy of the steel sheet, and vibration during a large earthquake is reduced. At this time, the shear force generated in the corrugated steel plate acts on the corrugated steel plate as a horizontal force, and corresponds to the force obtained by dividing the bending moment generated by the shear force by the distance between the vertical flanges (the length of the horizontal flange). The acting force acts on the vertical flange as a vertical force (vertical force). This vertical force is transmitted to the joint between the upper horizontal member and the lower horizontal member via the vertical flange. Here, generally, when a corrugated steel plate is disposed outside the surface, the joint between the upper horizontal member and the lower horizontal member is deformed in the vertical direction by this vertical force, and the rotational deformation of the corrugated steel plate is outstanding.

  On the other hand, in this seismic structure, vertical rigidity is given to the joint part of the upper horizontal member or the lower horizontal member by the upper stiffening means and the lower stiffening means. Therefore, the rotational deformation of the corrugated steel sheet is suppressed, and the seismic performance and vibration control performance originally provided for the corrugated steel sheet can be exhibited.

  The earthquake resistant structure according to claim 6 is the earthquake resistant structure according to any one of claims 1 to 4, wherein the earthquake resistant member is a wall member made of reinforced concrete.

  According to said structure, the earthquake-resistant member is made into the wall member of a reinforced concrete structure.

  When horizontal force such as seismic load acts on the building and interlayer deformation occurs in the reinforcing layer, the wall member resists the horizontal force and exhibits seismic performance. At this time, a force corresponding to a force obtained by dividing the bending moment generated by the shearing force by the length of the wall member (the width of the wall member) acts as a vertical force at both ends in the width direction of the wall member. Here, generally, when the RC earthquake-resistant wall is arranged outside the structural surface, the joint of the upper horizontal member and the lower horizontal member is deformed in the vertical direction by this vertical force, and the rotational deformation of the RC earthquake-resistant wall is outstanding. .

  On the other hand, in this seismic structure, vertical rigidity is given to the joint part of the upper horizontal member or the lower horizontal member by the upper stiffening means and the lower stiffening means. Therefore, the rotational deformation of the wall member is suppressed, and the seismic performance and vibration control performance originally provided in the wall member can be exhibited.

  The earthquake-resistant structure according to claim 7 is the earthquake-resistant structure according to any one of claims 1 to 4, wherein the earthquake-resistant member is slanted between the upper horizontal member and the lower horizontal member of the reinforcing layer. It is a brace spanned over.

  According to said structure, the earthquake-resistant member is made into the brace. The brace is bridged obliquely between the upper horizontal member and the lower horizontal member of the reinforcing layer.

  When a horizontal force such as seismic load acts on the building and interlayer deformation occurs in the reinforcing layer, the brace resists and exhibits seismic performance. Here, generally, when a brace is disposed outside the surface, the joint between the upper horizontal member and the lower horizontal member is deformed in the vertical direction by the axial force from the brace, and the rotational deformation of the brace is outstanding.

  On the other hand, in this seismic structure, vertical rigidity is given to the joint part of the upper horizontal member or the lower horizontal member by the upper stiffening means and the lower stiffening means. Therefore, rotational deformation of the brace is suppressed, and the seismic performance and vibration control performance originally provided in the brace can be exhibited. Furthermore, by using a steel material with a lower yield point than the upper horizontal member and lower horizontal member (so-called unbonded brace) for the brace, the seismic energy is converted into the plastic deformation energy of the steel plate, reducing vibration during a large earthquake, etc. The

  The earthquake resistant structure according to claim 8 is the earthquake resistant structure according to any one of claims 1 to 7, wherein each lower layer of the layer where the earthquake resistant member is disposed has the lower stiffening when viewed in plan. The means are arranged so as to overlap and transmit a vertical force to the foundation of the building.

  According to said structure, the lower stiffening means is arrange | positioned in each lower layer of the reinforcement layer in which the earthquake-resistant member is arrange | positioned. When these lower stiffening means are viewed in plan, the lower stiffening means are arranged to overlap each other.

  In this way, the lower stiffening means arranged in each lower layer supports the joint of the lower horizontal member of the reinforcing layer at the foundation of the building, and the vertical force transmitted from the earthquake-resistant member is transmitted to the foundation of the building. . That is, vertical rigidity is given to the joint portion of the lower horizontal member of the reinforcing layer, and the seismic performance inherent to the seismic member can be exhibited.

  The building of Claim 9 has the earthquake-resistant structure of any one of Claims 1-8.

  According to said structure, the building where the earthquake resistance performance was improved can be constructed | assembled by having the earthquake resistance structure of any one of Claims 1-8.

  Since this invention was set as said structure, the freedom degree of the installation position of a corrugated steel plate can be improved.

  The earthquake-resistant structure of the present invention will be described with reference to the drawings. Hereinafter, the case where the seismic structure of the present invention is applied to a reinforced concrete structure (hereinafter referred to as “RC structure”) will be described as an example. However, the seismic structure of the present invention includes a steel reinforced concrete structure, a precast concrete structure, a steel structure, and the like. It is applicable to buildings with various structures.

  First, the building 12 to which the seismic structure 10 according to the first embodiment of the present invention is applied will be described. FIG. 1 is a perspective view showing a reinforcing layer 14 of a building 12 composed of a plurality of layers, and FIG. 2 is a front view showing the reinforcing layer 14.

  The seismic structure 10 includes a corrugated steel plate 16 (seismic member), and the corrugated steel plate 16 is disposed on the reinforcing layer 14. The reinforcing layer 14 includes an upper horizontal member 18, a lower horizontal member 20, and RC pillars 22. The upper horizontal member 18 includes RC beams 24 and 26 and RC slabs 28, and the slab 28 is supported by these beams 24 and 26. The lower horizontal member 20 includes RC beams 30 and 32 and RC slabs 34, and the slab 34 is supported by these beams 30 and 32. Further, a plurality of frames are constituted by these columns 22 and beams 24, 26, 30 and 32.

  Next, the configuration of the corrugated steel plate 16 as the earthquake resistant member will be described.

The corrugated steel plate 16 is disposed between the upper horizontal member 18 and the lower horizontal member 20, and is disposed outside the frame of the frame composed of the column 22 and the beams 24, 26, 30, and 32. The corrugated steel plate 16 (the wall surface of the corrugated steel plate 16) is arranged so as to intersect (substantially orthogonal) the beams 24, 26, 30, 32.
The term “outside of the construction surface” refers to a space between horizontal members, such as small beams, large beams, or slabs, that are arranged above and below the building, and is surrounded by vertical members such as columns and horizontal members. It means a space other than the construction surface.

Steel horizontal flanges 36 </ b> A and 36 </ b> B are respectively provided on the upper and lower ends of the corrugated steel plate 16. The lateral flanges 36A and 36B are formed in a plate shape, and are fixed by welding along the upper and lower ends of the corrugated steel plate 16. Further, steel vertical flanges 38A and 38B are provided at the left and right ends of the corrugated steel sheet 16, respectively. The vertical flanges 38 </ b> A and 38 </ b> B are formed in a plate shape and are fixed by welding along the left and right ends of the corrugated steel plate 16. These horizontal flanges 36 </ b> A and 36 </ b> B and vertical flanges 38 </ b> A and 38 </ b> B are joined to each other by welding or the like, and constitute a frame body 40 that surrounds the outer periphery of the corrugated steel plate 16. The corrugated steel plate seismic wall 17 is constituted by the corrugated steel plate 16 and the frame body 40.
The corrugated steel plate 16 is disposed between the beams 24 and 26, and is disposed on the reinforcing layer 14 with the vertical flanges 38 </ b> A and 38 </ b> B in contact with or close to the inner side surfaces of the beams 24 and 26.

  The corrugated steel sheet 16 is formed by connecting the horizontal flanges 36A and 36B to the slab 28 or the slab 34 so that the fold line 16A is laterally placed between the upper horizontal member 18 and the lower horizontal member 20 (the direction of the fold line 16A is horizontal). Direction). Specifically, as shown in FIG. 3, a bolt hole 42 is formed in the lateral flange 36 </ b> B, and an anchor nut 44 is embedded in the upper surface of the slab 34. The lateral flange 36 </ b> B and the slab 34 are bonded by an adhesive U, and are further joined so as to transmit a shearing force by screwing a bolt 46 into the anchor nut 44. The horizontal flange 36A and the slab 28 are joined so as to be able to transmit a shearing force by a method similar to this method.

  The lateral flanges 36A and 36B and the slabs 28 and 34 may be joined so that shearing force can be transmitted, and various joining methods can be adopted. For example, a joining plate to which a stud as a shearing force transmission element is welded is embedded in the slab 34 by embedding the stud in the slab 34, and the lateral flange 36B is joined to the joining plate by welding or bolts. Also good. Alternatively, the lateral flange 36B and the slab 34 may be bonded and fixed by an adhesive such as an epoxy resin using an adhesive method. Furthermore, the shape of the horizontal flanges 36A and 36B and the vertical flanges 38A and 38B is not limited to a plate shape, and H-shaped steel, L-shaped steel, or the like may be used.

Steel plates 48A and 48B as reinforcing means are provided on both sides in the longitudinal direction of the lateral flanges 36A and 36B, respectively, and are arranged on the upper surfaces of the beams 30 and 32 or the lower surfaces of the beams 24 and 26. A rib plate 50 is provided between the plate members 48A and 48B and the vertical flanges 38A and 38B. The rib plate 50 is welded across the plate members 48A and 48B and the vertical flanges 38A and 38B, and shear force (vertical force) is applied from the vertical flanges 38A and 38B to the plate members 48A and 48B via the rib plates 50. It can be transmitted. Further, through holes 49 are formed in the plate members 48A, 48B, and these plate members 48A, 48B are fixed to the beams 24, 26, 30, 32 by a PC steel rod 52 and a nut 54, which will be described later.
In addition, the junction part of the corrugated steel plate 16 and the upper horizontal member 18 or the lower horizontal member 20 is a part of the upper horizontal member 18 and the lower horizontal member 20 to which a vertical force is transmitted from the lateral flanges 36A and 36B or the plate members 48A and 48B. Say.

  Next, the configuration of the upper stiffening means and the lower stiffening means will be described.

As shown in FIG. 2, the upper horizontal member 70 constituting the upper layer 56 of the reinforcing layer 14 includes RC beams 74 and 76 and an RC slab 78, and a lower portion constituting the lower layer 58 of the reinforcing layer 14. The horizontal member 72 includes RC beams 80 and 82 and an RC slab 84.
The reinforcing layer 14 and the upper layer 56 share the upper horizontal member 18, and the reinforcing layer 14 and the lower layer 58 share the lower horizontal member 20.

  Between the beams 24 and 26 of the reinforcing layer 14 and the beams 74 and 76 of the upper layer 56, intermediate column members 60 and 62 are arranged as upper stiffening means, respectively. The joint of the upper horizontal member 18 and the upper horizontal member 70 of the upper layer 56 are connected. Further, between the beams 30 and 32 of the reinforcing layer 14 and the beams 80 and 82 of the lower layer 58, intermediate column members 64 and 66 are respectively disposed as lower stiffening means, and the reinforcing layer is formed by these intermediate column members 64 and 66. 14 of the lower horizontal member 20 and the lower horizontal member 72 of the lower layer 58 are connected. Each of the stud members 60, 62, 64, 66 is formed of a square steel pipe, and mounting plates 68A, 68B are provided at both axial ends.

  As shown in FIG. 3, through holes 86 are formed in the mounting plates 68A and 68B provided in the stud member 66, and through holes 88 are formed in the beams 32 and 82, respectively. The mounting plate 68A is joined to the beam 32 by the PC steel rod 52 and the nut 54 that pass through the through holes 86 and 88 and the through hole 49 of the plate member 48A. On the other hand, the mounting plate 68B is placed on the upper surface of the beam 82, and a steel plate 90 is disposed on the lower surface of the beam 82. Through holes are formed in the plate member 90, and the mounting plate 68 </ b> B is joined to the beam 82 by the PC steel rod 52 and the nut 54 that pass through the through holes 86 and 88. As a result, the joint portion of the beam 32 to which the corrugated steel plate 16 is joined is supported by the stud member 66, and the lower horizontal member 20 of the reinforcing layer 14 and the lower horizontal member 72 of the lower layer 58 are integrated to form the beam 32. Vertical rigidity is given.

  Further, between the through holes 88 of the beams 32, 82, between the beam 32 and the plate material 48A, between the beam 32 and the mounting plate 68A, between the beam 82 and the mounting plate 68B, and between the beam 82 and the plate material 90. The grout G is filled, and the grout G realizes the absorption of the construction error of the stud member 66 and the securing of the bonding strength. Further, the plate member 48A and the mounting plate 68A or the mounting plate 68B and the plate member 90 are tightly coupled by the PC steel bar 52, whereby bending strength is imparted to the beams 32 and 82.

  The stud member 66 only needs to be able to integrally connect the beam 32 and the beam 82 and is not limited to the above-described joining method. For example, as shown in FIG. 4, anchor nuts 44 are embedded in the upper and lower surfaces of the beam 32, and bolts 46 are screwed into the anchor nuts 44, so that the beam 32, the plate material 48A, the beam 32, and the mounting plate 68A are connected. You may join. Similarly, the anchor nut 44 may be embedded in the upper surface of the beam 82 and the bolt 46 may be screwed into the anchor nut 44 to join the beam 82 and the mounting plate 68B. Further, the adhesive U, the grout G, etc. may be appropriately provided as necessary and are not necessarily required. Further, a bar material other than the PC steel bar 52, a PC steel wire, or the like may be used.

  Further, although the spacer member 66 has been described as an example, the upper horizontal member 18 of the reinforcing layer 14 and the upper horizontal member 70 of the upper layer 56 are connected by the other spacer members 60, 62, and 64 in the same manner as the spacer member 66. Alternatively, the lower horizontal member 20 of the reinforcing layer 14 and the lower horizontal member 72 of the lower layer 58 are connected.

  Next, the operation of the earthquake resistant structure 10 according to the first embodiment of the present invention will be described.

When a horizontal force such as seismic load acts on the building 12 and an interlayer deformation occurs between the upper horizontal member 18 and the lower horizontal member 20 constituting the reinforcing layer 14, the corrugated steel plate 16 resists the horizontal force and seismic performance. Demonstrate. In addition, by designing the corrugated steel plate 16 to yield with respect to a horizontal force, the seismic energy is converted into the plastic deformation energy of the steel plate, and vibration is reduced during a large earthquake or the like. At this time, the shearing force generated in the corrugated steel plate 16 acts on the corrugated steel plate 16 as a horizontal force, and the bending moment generated by the shearing force is changed to the distance between the vertical flanges 38A and 38B (the length of the lateral flanges 36A and 36B). The force corresponding to the force divided by ( _S ) acts on the vertical flanges 38A and 38B as vertical forces (vertical forces F _A and F _B in FIG. 5). The vertical forces F _A and F _B are transmitted to the joint portion of the upper horizontal member 18 or the lower horizontal member 20 through the rib plate 50 and the plate members 48A and 48B. In FIG. 5 shows a bending moment diagram occurs in the lower horizontal member 20 by the vertical force F _B.

Here, generally, when the corrugated steel plate 16 is disposed outside the surface, the joint portions of the upper horizontal member 18 and the lower horizontal member 20 are deformed in the vertical direction by the vertical forces F _A and F _B , and FIG. As described above, the rotational deformation of the corrugated steel sheet 16 becomes prominent, and the shear strength and shear rigidity originally provided in the corrugated steel sheet 16 cannot be sufficiently exhibited.

On the other hand, in the earthquake-resistant structure 10, vertical rigidity is imparted to the joint portion of the upper horizontal member 18 or the lower horizontal member 20 by the stud members 60, 62, 64, 66. In other words, the joint portion of the upper horizontal member 18 and the upper horizontal member 70 of the upper layer 56 are connected by the spacer members 60 and 62, and vertical rigidity is given to the joint portion of the upper horizontal member 18. As a result, the upper horizontal member 18 of the reinforcing layer 14 and the upper horizontal member 70 of the upper layer 56 integrally resist the vertical force F _A transmitted from the vertical flanges 38A and 38B of the corrugated steel plate 16.

Further, the joint portion of the lower horizontal member 20 and the lower horizontal member 72 of the lower layer 58 are connected by the spacer members 64 and 66, and vertical rigidity is given to the joint portion of the lower horizontal member 20. Thus, vertical flange 38A of corrugated steel 16, relative to a vertical force _{F B} transmitted from 38B, the lower horizontal member 72 of the lower horizontal member 20 and the lower layer 58 of the reinforcing layer 14 to resist together.

  Thus, in the earthquake-resistant structure 10, since the vertical rigidity is given to the joint portion of the upper horizontal member 18 or the lower horizontal member 20 to which the corrugated steel plate 16 is joined, the rotational deformation of the corrugated steel plate 16 is suppressed, and the corrugated steel plate 16 It is possible to exhibit the shear strength and shear rigidity inherent in

  Further, in the earthquake-resistant structure 10, as shown in FIG. 3, the plate member 48 </ b> A and the mounting plate 68 </ b> A are fastened together by the PC steel rod 52 to give the beam 32 bending strength. Therefore, it is possible to prevent the bending yield at the portion and to suppress the bending deformation of the beam 32.

  In addition, as shown in FIG. 6, the carbon fiber sheet 94 is closely attached from the lower surface to the side surface of the beam 32, and the beam 32 is reinforced by a post-installed anchor (not shown) near the lower end of the beam 32. The beam 32 may be fixed and given bending strength. The carbon fiber sheet 94 is held by a post-construction anchor in a state in which both ends are pulled upward and tension is applied. Further, as shown in FIG. 7, the attachment plate 68 </ b> A may be extended to both sides in the width direction of the beam 32, and the plate material 48 </ b> A and the attachment plate 68 </ b> A may be joined by the PC steel rod 52 penetrating the slab 34.

  Furthermore, vertical rigidity can be given to the upper horizontal member 18 and the lower horizontal member 20 of the reinforcing layer 14 with a simple structure by using the stud members 60, 62, 64, 66 made of square steel pipes.

  Next, a modified example of the earthquake-resistant structure 10 according to the first embodiment of the present invention will be described. Note that the same components as those in the first embodiment are denoted by the same reference numerals and will be appropriately omitted.

  In the present modification, as shown in FIG. 8, the corrugated steel plate 16 is disposed in the reinforcing layer 14 with the vertical flanges 38 </ b> A and 38 </ b> B separated from the beams 24 and 26. Then, the slab 28 of the reinforcing layer 14 and the slab 78 of the upper layer 56 are connected by the spacer members 60 and 62, and the slab 34 of the reinforcing layer 14 and the slab 84 of the lower layer 58 are connected by the spacer members 64 and 66.

  As shown in FIG. 9A, a stud member 66 is disposed below the vertical flange 38 </ b> B of the corrugated steel plate 16. The stud member 66 is arranged so that the vertical flange 38 </ b> B is positioned at the center in the width direction of the stud member 66. The horizontal flange 36B of the corrugated steel plate 16 extends outside the vertical flange 38B. A through hole 102 is formed in the extending portion of the vertical flange 38 </ b> B, and a through hole 104 is formed in the slab 34. The mounting plate 68A is joined to the slab 34 by the PC steel rod 52 and the nut 54 that pass through the through holes 102 and 104 and the through hole 86 of the mounting plate 68A. As a result, the joint portion of the slab 34 to which the corrugated steel plate 16 is joined is supported by the stud member 66, and the lower horizontal member 20 of the reinforcing layer 14 and the lower horizontal member 72 of the lower layer 58 are integrated, and the slab 34 Vertical rigidity is imparted to the joint.

  Further, a grout G is filled between the through-hole 104, the horizontal flange 36B and the slab 34, and between the slab 34 and the mounting plate 68A, and the joining strength of the stud member 66 is secured by this grout G.

  As shown in FIG. 9B, the horizontal flange 36B is extended to the upper surface of the beam 32, and a steel plate 90 is disposed on the lower surface of the beam 32. The horizontal flange 36B and the plate 90 are connected to the beam. The steel plate 52 may be fastened by a PC steel bar 52 penetrating through the slab 32. The mounting plate 68A extends to the inner side surface of the beam 32 and is disposed on the lower surface of the slab 34. The mounting plate 68A and the lateral flange 36B are connected to the slab. Alternatively, a PC steel rod 52 penetrating through 34 may be used. Thereby, bending rigidity is given to the part of the slab 34 between the vertical flange 38 </ b> B and the beam 32. In the configuration shown in FIG. 9B, the horizontal flange 36B and the mounting plate 68A are each extended to the beam 32 side. However, a plate material different from the horizontal flange 36B and the mounting plate 68A is used as the vertical flange 38B and the beam. The slab 34 may be disposed on the upper surface and the lower surface of the slab 34 between the slabs 34 and the slab 34 may be given bending strength.

  Furthermore, the stud member 66 only needs to support the joint between the corrugated steel plate 16 and the slab 34, but the shearing force borne by the corrugated steel plate 16 is transmitted to the slab 34 as a vertical force via the vertical flange 38B. For this reason, it is preferable to arrange the stud member 66 immediately below the vertical flange 38B. When the intermediate pillar member 66 is not disposed directly below the vertical flange 38B, the portion of the slab 34 from directly below the vertical flange 38B to the support portion by the intermediate pillar member 66 may be reinforced with an iron plate, a carbon fiber sheet, or the like.

  In addition, although the intermediate column member 66 has been described as an example, the slab 28 of the reinforcing layer 14 and the slab 78 of the upper layer 56 are connected to each other by the other intermediate column members 60, 62, and 64 by the same method as the intermediate column member 66, or The slab 34 of the reinforcing layer 14 and the slab 84 of the lower layer 58 are connected.

  In this way, the slab 28 of the reinforcing layer 14 and the slab 78 of the upper layer 56 are connected by the spacer members 60 and 62, and the slab 34 of the reinforcing layer 14 and the slab 84 of the lower layer 58 are connected by the spacer members 64 and 66. The same effects as those of the first embodiment can be obtained.

  Further, as shown in FIG. 10, the intermediate pillar members 64 and 66 are obliquely bridged between the slab 34 and the beams 80 and 82, and the slab 34 of the reinforcing layer 14 and the beams 80 and 82 of the lower layer 58 are connected. Is also possible.

Further, as shown in FIGS. 11A and 11B, the plate members 48A and 48B are extended to the side surfaces of the beams 24 and 26 or the upper surfaces of the beams 30 and 32, and these beams 24, 26, 30, and 32 are extended. May be supported by the spacer members 60, 62, 64, 66. In this case, as shown in FIG. 12, a steel plate 106 may be disposed on the lower surface of the slab 34 between the vertical flange 38B and the beam 32 to reinforce the slab 34. By connecting the plate material 106 and the plate material 48 </ b> A by the PC steel rod 52 or the like, bending strength can be imparted to the portion of the slab 34.
The plate members 48A and 48B may be integrated with the horizontal flanges 36A and 36B, or may be configured as separate members from the horizontal flanges 36A and 36B.

  Next, the earthquake-resistant structure 110 which concerns on the 2nd Embodiment of this invention is demonstrated. Note that the same components as those in the first embodiment are denoted by the same reference numerals and will be appropriately omitted.

  As shown in FIGS. 13 (A) to 13 (C) and FIGS. 14 (A) to 14 (C), the earthquake-resistant structure 110 is provided with the damping pillar members 112 and 114 in place of the pillar members 64 and 66. Yes. In addition, although the damping damping column members 112 and 114 as the lower stiffening means will be described, the present invention can also be applied to the stud members 60 and 62 as the upper stiffening means. Moreover, since the seismic control column member 112 (intermediate column member) and the seismic control column member 114 (intermediate column member) have the same configuration, the seismic suppression interphase member 114 will be described as an example.

  The seismic control column member 114 includes an upper column member 116 (first column member) and a lower column member 118 (second column member). A mounting plate 68A is provided at the upper end portion of the upper column member 116, and the upper column member 116 is joined to the beam 32 by joining the attachment plate 68A to the lower surface of the beam 32. An opening 120 is provided at the lower end of the upper column member 116. Further, a pair of through-holes 122 communicating with the opening 120 are formed in the side wall at the lower end of the upper column member 116.

A mounting plate 68 </ b> B is provided at the lower end of the lower column member 118. The lower column member 118 is joined to the beam 82 by joining the mounting plate 68B to the upper surface of the beam 82 (see FIG. 2). The lower column member 118 is provided with a connecting plate 124. The connecting plate 124 protrudes from the upper end surface of the lower column member 118 and is inserted into the opening 120. In addition, a long hole 126 (stopper means) extending in the vertical direction is formed in the connecting plate 124, and the upper column member 116 is formed by a stopper pin 128 (stopper means) penetrating the long hole 126 and the pair of through holes 122. And the lower column member 118 are connected so as to be relatively displaceable in the vertical direction. Furthermore, a viscoelastic body 130 is provided between the inner wall of the opening 120 and the connecting plate 124. The viscoelastic body 130 is formed in a sheet shape, and is bonded and fixed to the inner wall of the opening 120 and the side surface of the connecting plate 124. The upper column member 116 and the lower column member 118 are displaced relative to each other in the vertical direction. Shear deformation is possible in the direction. The viscoelastic body 130 is formed with a long hole 130A having substantially the same shape and size as the long hole 126, and a stopper pin 128 is passed through the long hole 130A. Further, the stopper pin 128 is in contact with the upper edge portion 126A or the lower edge portion 126B of the long hole 126, so that the relative displacement between the upper column member 116 and the lower column member 118 is stopped at a predetermined position. Has been.
In addition, as a material of the viscoelastic body 130, for example, diene rubber, butyl rubber, acrylic, urethane asphalt rubber, or the like is used.

  Next, the operation of the earthquake resistant structure 110 according to the second embodiment of the present invention will be described.

  14 (A) to 14 (C) are operation diagrams showing the vertical displacement of the upper column member 116 and the lower column member 118, and FIG. 14 (A) shows a stopped state. 14B and 14C show a state after the lower column member 118 is relatively displaced upward or downward with respect to the upper column member 116. FIG.

When a horizontal force acts on the building 12 due to wind, a small earthquake, etc., and the vertical forces F _A and F _B (see FIG. 5) are transmitted from the vertical flange 38B of the corrugated steel plate 16 to the seismic control column member 114, the upper part The column member 116 and the lower column member 118 are relatively displaced in the vertical direction within the range allowed by the long hole 126, whereby the viscoelastic body 130 is shear-deformed. Therefore, vibration energy is converted into thermal energy in the viscoelastic body 130, and fine vibration is reduced. Therefore, the habitability of the building 12 is improved.

Further, when the relative displacement between the upper column member 116 and the lower column member 118 reaches a predetermined amount and the stopper pin 128 contacts the upper edge portion 126A or the lower edge portion 126B of the long hole 126, the upper column member 116 and the lower column member 118 The relative displacement with the column member 118 is stopped (restricted), and the upper column member 116 and the lower column member 118 are integrated to resist the vertical forces F _A and F _B. Thereby, vertical rigidity is provided to the beams 30 and 32.

  Accordingly, the viscoelastic body 130 can reduce the fine vibration due to the damping performance with respect to the fine vibration such as wind load, and the rotational deformation of the corrugated steel plate 16 is suppressed with respect to the large vibration such as the earthquake load. Thus, the seismic performance and the seismic performance inherent in the corrugated steel sheet 16 can be exhibited. Therefore, while maintaining the seismic performance of the corrugated steel sheet 16, it is possible to reduce micro-vibration due to wind loads and the like, and to improve the environmental performance of the building 12.

  Further, since the relative displacement between the upper column member 116 and the lower column member 118 is limited within a predetermined range by the stopper pin 128, the viscoelastic body 130 is prevented from being damaged or damaged.

  Next, an earthquake resistant structure 140 according to a third embodiment of the present invention will be described. In addition, the thing of the same structure as 1st, 2nd embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  As shown in FIG. 15, in the third embodiment, a corrugated steel plate 142 for stiffening is used as the lower stiffening means. Although the lower stiffening means is described as an example, the corrugated steel plate 142 for stiffening can be applied to the upper stiffening means.

  On the lower layer 58 of the reinforcing layer 14, a corrugated steel plate 142 for stiffening is arranged with the fold line 142 </ b> A being vertical (the direction of the fold line 142 </ b> A is the vertical direction). On the outer peripheral portion of the corrugated steel plate 142 for stiffening, a frame body 40 including horizontal flanges 36A and 36B and vertical flanges 38A and 38B is provided. The corrugated steel plate 142 for stiffening connects the beam 32 of the reinforcing layer 14 and the slab 84 of the lower layer 58 by joining the lateral flanges 36A and 36B to the beam 32 or the slab 84. A corrugated steel shear wall 143 is constituted by the corrugated steel plate 142 for stiffening and the frame body 40.

  The corrugated steel seismic wall 143 is disposed immediately below the vertical flange 38B of the corrugated steel seismic wall 17 and is disposed so that its wall surface is substantially orthogonal to the wall surface of the corrugated steel seismic wall 17 in plan view. The plate material 48 </ b> A of the corrugated steel shear wall 17 and the lateral flange 36 </ b> A of the corrugated steel earthquake resistant wall 143 are connected by a PC steel rod 52. Thereby, the corrugated steel plate 142 for stiffening not only gives the vertical rigidity to the joint part of the lower horizontal member 20, but also the bending strength is given to the joint part of the lower horizontal member 20. Further, the corrugated steel shear wall 143 is not joined to the left and right columns 22 of the lower layer 58, and an opening is provided between the vertical flanges 38 </ b> A and 38 </ b> B and the column 22.

  Next, the operation of the earthquake resistant structure 140 according to the third embodiment of the present invention will be described.

  When a horizontal force such as an earthquake load acts on the building 12 and an interlayer deformation occurs in the lower layer 58 of the reinforcing layer 14, the corrugated steel plate 142 for stiffening resists the horizontal force and exhibits seismic performance. Moreover, by designing the corrugated steel plate 142 for stiffening to yield with respect to a horizontal force, the seismic energy is converted into the plastic deformation energy of the steel plate, and vibration during a large earthquake is reduced.

Further, in the seismic structure 140, the corrugated steel plate 142 for stiffening is disposed in the lower layer 58 with the fold line 142A being vertical (the direction of the fold line 142A is the vertical direction). If the crease 142A on its side was placed stiffening corrugated steel 142, corrugated steel for stiffening with respect to the vertical force F _B from vertical flange 38B is transmitted in the corrugated steel disposed in the reinforcing layer 14 Walls 17 142 expands and contracts like an accordion. In contrast, if the crease 142A and vertically to place the stiffening corrugated steel 142, corrugated steel shear wall stiffening corrugated steel 142 with respect to the vertical force F _B which is transmitted from the vertical flange 38B of 17 Does not stretch like an accordion. That is, as compared with the case where the corrugated steel plate 142 for stiffening is arranged with the crease 142A lying sideways, the vertical rigidity imparted to the joint portion of the lower horizontal member 20 of the reinforcing layer 14 to which the corrugated steel plate 16 is joined is large. Become. Therefore, the rotational deformation of the corrugated steel plate 16 is suppressed, and the seismic performance inherent to the corrugated steel plate 16 can be exhibited.

  By configuring the lower stiffening means with the corrugated steel plate 142 for stiffening as described above, the corrugated steel plate 142 for stiffening itself serves as an earthquake-resistant element while giving vertical rigidity to the joint portion of the lower horizontal member 20 of the reinforcing layer 14. Because it functions, the seismic performance of the entire building 12 is improved.

  In the construction of the corrugated steel shear wall 143, it is desirable to consider the time when the corrugated steel plate 142 for stiffening is joined to the lower horizontal member 20 so that axial force is not introduced into the corrugated steel plate 142 for stiffening. As one specific measure, it is desirable to install the corrugated steel plate 142 for stiffening at the final stage of construction, in which axial deformation of the column member or the like under construction converges.

  Further, as shown in FIG. 16, the corrugated steel seismic wall 143 has vertical flanges 38A and 38B approaching the pillar 22 without providing an opening between the corrugated steel shear wall 143 and the pillar 22 of the lower layer 58, or It may be joined. Further, instead of the corrugated steel plate 142 for stiffening, an RC earthquake-resistant wall or a brace such as a steel material system, a reinforced concrete structure, or a precast concrete structure, which will be described later, may be used as the upper stiffening means or the lower stiffening means.

  Moreover, the seismic structures 10, 110, 140 in the first to third embodiments may include at least one of the upper stiffening means and the lower stiffening means. For example, in the first embodiment, the pillar members 64 and 66 may be disposed only in the lower layer 58 of the reinforcing layer 14 without disposing the spacer members 60 and 62 in the upper layer 56 of the reinforcing layer 14. Only 66 may be arranged.

  Moreover, the corrugated steel plate 16 can be installed in the building 12 adjacent to the up-down direction over several layers. For example, in the configuration shown in FIG. 17, the corrugated steel plates 16 (three in total) are arranged so as to be adjacent in the vertical direction across three layers. For convenience of explanation, the layer in which the corrugated steel plate 16 is disposed will be described as reinforcing layers 14A, 14B, and 14C in order from the top. In this case, the reinforcing layer 14B can be provided with side pillar members 64 and 66 as lower reinforcing means for imparting vertical rigidity to the lower horizontal member 20 of the reinforcing layer 14A, and the corrugated steel plate 16. Further, the stud members 64 and 66 arranged in the reinforcing layer 14B also function as an upper reinforcing means for imparting vertical rigidity to the upper horizontal member 18 of the reinforcing layer 14C. Thus, the upper layer of the reinforcing layer in the present invention means a layer immediately above the reinforcing layer on which the corrugated steel plate is arranged, and the lower layer of the reinforcing layer means an upper layer on the reinforcing layer on which the corrugated steel plate is arranged. In this case, the corrugated steel sheet may be disposed in the upper layer or the lower layer of the reinforcing layer, or the corrugated steel sheet may not be disposed.

  Moreover, as shown in FIG. 18, in the case where a plurality of corrugated steel plates 16 are arranged over a plurality of layers, it is possible to arrange the corrugated steel plates 16 without being adjacent to each other in the vertical direction. In this case, the reinforcing layer 14, the upper layer 56 of the reinforcing layer, and the lower layer 58 of the reinforcing layer may be determined relative to each corrugated steel plate 16. For example, in the configuration shown in FIG. 18, when the corrugated steel plate 16 arranged on the left is used as a reference, the middle layer of the three layers becomes the reinforcing layer 14, and when the corrugated steel plate 16 arranged on the right is used as a reference, three layers The uppermost layer is the reinforcing layer 14.

  In addition, as shown in FIG. 19, each of the lower layers 58 from the reinforcing layer 14 to the foundation portion 132 of the building 12 has intercolumn members 64 and 66, vibration control intermediary column members 112 and 114 (not shown), and corrugated steel plates 142 for stiffening ( (Not shown) or the like may be arranged. In this case, the joint portion of the lower horizontal member 20 of the reinforcing layer 14 to which the corrugated steel plate 16 is joined is connected and supported to the base portion 132 via the stud members 64 and 66 and the like. Specifically, as shown in FIG. 20, the pillar members 66, the corrugated steel shear walls 143, and the like are arranged so as to overlap each other in plan view. Thereby, the vertical force transmitted from the vertical flanges 38 </ b> A and 38 </ b> B of the corrugated steel shear wall 17 to the lower horizontal member 20 is transmitted to the base portion 132. Therefore, the vertical rigidity imparted to the joint portion of the lower horizontal member 20 is increased, and the vertical deformation of the joint portion of the lower horizontal member 20 can be further suppressed.

  Furthermore, in the earthquake-resistant structures 10, 110, and 140 in the first to third embodiments, the corrugated steel plate 16 (corrugated steel plate earthquake-resistant wall 17) as the earthquake-resistant member is disposed in the reinforcing layer 14, but the invention is not limited thereto. For example, as shown in FIG. 21, an RC earthquake-resistant wall 134 (wall member) made of RC may be disposed on the reinforcing layer 14 instead of the corrugated steel plate 16.

  In this case, when a horizontal force such as a seismic load acts on the building 12 and an interlayer deformation occurs in the reinforcing layer 14, the RC seismic wall 134 resists the horizontal force and exhibits seismic performance. At this time, a force corresponding to a force obtained by dividing the bending moment generated by the shearing force by the length of the RC earthquake-resistant wall 134 (width of the earthquake-resistant wall 134) is applied to both ends in the width direction of the RC earthquake-resistant wall 134. As a vertical force, the slabs 28 and 34 are concentrated and act on the joint. Therefore, it is desirable to join the spacer members 60, 62, 64, 66 to the joints between the both ends in the width direction of the RC seismic wall 134 and the slabs 28, 34. Thereby, vertical rigidity is provided to the joint part of the slabs 28 and 34, and the deformation | transformation of the perpendicular direction of the said joint part is suppressed. Therefore, the rotational deformation of the RC seismic wall 134 is suppressed, and the seismic performance and damping performance originally provided in the RC seismic wall 134 can be exhibited.

  Furthermore, as shown in FIG. 22, steel braces 136 </ b> A and 136 </ b> B as earthquake-resistant members may be arranged on the reinforcing layer 14. These steel braces 136A and 136B are bridged diagonally between the slab 28 and the slab 34, and are arranged between the slabs 28 and 34 so as to intersect with each other in an X shape. These steel braces 136A and 136B are fixed to a gusset plate 138 fixed to the slabs 28 and 34 by bolts or welding.

  In this case, when a horizontal force such as an earthquake load acts on the building 12 and an interlayer deformation occurs in the reinforcing layer 14, the steel braces 136A and 136B resist the horizontal force and exhibit seismic performance. At this time, the vertical force concentrates on the joint between the steel braces 136A and 136B and the slabs 28 and 34 due to the axial force from the steel braces 136A and 136B. By connecting and supporting the joint portions with the slabs 28 and 34 by the inter-column members 60, 62, 64, and 66 and imparting vertical rigidity, deformation of the joint portions in the vertical direction is suppressed. Therefore, the rotational deformation of the steel braces 136A and 136B is suppressed, and the seismic performance and damping performance originally provided in the steel braces 136A and 136B can be exhibited.

  In addition, the arrangement method of the steel braces 136A and 136B is not limited to the X-type described above. For example, as shown in FIG. 23, it may be arranged in a V shape or in an inverted V shape. Moreover, you may use the unbonded brace which comprised a part or all of steel braces 136A, 136B with the low yield point steel. In this case, the seismic energy is converted into the plastic deformation energy of the steel sheet, and vibrations caused by a large earthquake or the like are reduced. Furthermore, not only steel braces but also braces made of reinforced concrete or precast concrete can be arranged in the reinforcing layer 14.

  In the first to third embodiments, an example in which the corrugated steel plate 16 is disposed on the reinforcing layer 14 with the fold line 16A being horizontal (the fold line 16A is in the lateral direction) has been described. You may arrange | position in the reinforcement layer 14 by making the crease 16A into the up-down direction. When the fold line 16A is arranged vertically in the reinforcing layer 14, it is necessary to consider the time when the corrugated steel plate 16 is joined to the upper horizontal member 18 and the lower horizontal member 20 so that axial force is not introduced into the corrugated steel plate 16. desirable. Further, the corrugated steel plate 16 and the corrugated steel plate 142 for stiffening may be corrugated steel plates having a cross-sectional shape as shown in FIGS. 24 (A) to 24 (D).

  Furthermore, the seismic structures 10, 110 and 140 shown in the first to third embodiments may be used for a part of the building 12 or for all of them. By using the earthquake resistant structure of the present invention, it is possible to construct a building (building) having an earthquake resistant structure with a high degree of freedom in the installation position of the earthquake resistant member. In addition, the first to third embodiments can be applied to both new and renovated buildings. Further, in the earthquake-resistant structure of the present invention, the earthquake-resistant member, the upper stiffening means, and the lower stiffening means can be constituted by a seismic element such as a corrugated steel plate, an RC wall member, and a brace. The seismic member, the upper stiffening means, and the lower stiffening means may be configured in combination.

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

It is a perspective view which shows the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is a front view which shows the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is a side view which shows the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is a front view which shows the modification of the seismic structure which concerns on the 1st Embodiment of this invention. (A), (B) It is an enlarged view which shows the beam vicinity of the modification of the seismic structure which concerns on the 1st Embodiment of this invention. It is a front view which shows the modification of the seismic structure which concerns on the 1st Embodiment of this invention. (A) is a front view which shows the modification of the seismic structure which concerns on the 1st Embodiment of this invention, (B) is the 8-8 sectional view taken on the line of FIG. 11 (A). It is an enlarged view which shows the beam vicinity of the modification of the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. (A) is a front view which shows the earthquake-resistant structure which concerns on the 2nd Embodiment of this invention, (B) is a front view of an upper stiffening means and a lower stiffening means, (C) is upper part It is a side view of a stiffening means and a lower stiffening means. It is an operation | movement figure which shows the relative displacement of the up-down direction of the 1st pillar member which concerns on the 2nd Embodiment of this invention, and a 2nd pillar member, (A) has shown the stop state, (B) and (C ) Shows a state after the first column member and the second column member are relatively displaced in the vertical direction. It is a front view which shows the earthquake-resistant structure which concerns on the 3rd Embodiment of this invention. It is a front view which shows the earthquake-resistant structure which concerns on the 3rd Embodiment of this invention. It is a front view which shows the modification of the seismic structure which concerns on the Example of this invention. It is a front view which shows the modification of the seismic structure which concerns on the Example of this invention. It is a front view which shows the modification of the seismic structure which concerns on the Example of this invention. FIG. 9 is a sectional view taken along line 9-9 in FIG. 17. It is a front view which shows the modification of the earthquake-resistant member which concerns on the Example of this invention. It is a front view which shows the modification of the earthquake-resistant member which concerns on the Example of this invention. It is a front view which shows the modification of the earthquake-resistant member which concerns on the Example of this invention. It is sectional drawing which shows the cross-sectional shape of the corrugated steel plate which concerns on the Example of this invention. It is a front view which shows the conventional earthquake-resistant structure. (A), (B) is explanatory drawing which shows the conventional earthquake-resistant structure.

Explanation of symbols

DESCRIPTION OF SYMBOLS 10 Seismic structure 12 Building 14 Reinforcement layer 16 Corrugated steel plate 16A Folding line 18 Upper horizontal member 20 Lower horizontal member 24 Beam (upper horizontal member)
26 Beam (upper horizontal member)
28 Slab (upper horizontal member)
30 Beam (lower horizontal member)
32 Beam (lower horizontal member)
34 Slab (lower horizontal member)
36A Horizontal flange 36B Horizontal flange 38A Vertical flange 38B Vertical flange 56 Upper layer (upper layer of reinforcing layer)
58 Lower layer (lower layer of reinforcement layer)
60 Intermediate column member 62 Intermediate column member 64 Intermediate column member 66 Intermediate column member 70 Upper horizontal member (upper upper horizontal member)
72 Lower horizontal member (lower lower horizontal member)
74 Beam (upper horizontal member on upper layer)
76 Beam (Upper upper horizontal member)
78 Slab (Upper upper horizontal member)
80 Beam (lower horizontal member below)
82 Beam (lower horizontal member in the lower layer)
84 Slab (lower horizontal member in the lower layer)
110 Seismic structure 112 Seismic control column member (intermediate column member)
114 Seismic control stud member
116 Upper column member (first column member)
118 Lower pillar member (second pillar member)
126 Long hole (stopper means)
128 Stopper pin oblong hole (stopper means)
130 Viscoelastic body 132 Foundation part 134 RC earthquake resistant wall (wall member)
136A Steel Brace (Brace)
136B Steel Brace (Brace)
140 Earthquake Resistant Structure 142 Corrugated Steel Sheet 142A Stiffening

Claims (9)

An earthquake-resistant member that constitutes a layer of the building and is disposed between the upper horizontal member and the lower horizontal member that are outside the frame structure and is joined to the upper horizontal member and the lower horizontal member;
Upper stiffening means for connecting the joint of the upper horizontal member to which the seismic member is joined and the upper horizontal member of the upper layer of the reinforcing layer on which the seismic member is disposed, and the lower horizontal to which the seismic member is joined An earthquake-resistant structure comprising at least one of lower stiffening means for connecting a joint portion of a member and a lower horizontal member below the reinforcing layer.   The earthquake-resistant structure according to claim 1, wherein at least one of the upper stiffening means and the lower stiffening means is a stud member.   The inter-column member is configured by connecting the first column member and the second column member so as to be relatively displaceable in the vertical direction, and is sheared in the vertical direction between the first column member and the second column member. A viscoelastic body provided in a deformable manner, and a stopper means provided in the first column member or the second column member, which stops relative displacement in the vertical direction between the first column member and the second column member at a predetermined position; The earthquake-resistant structure according to claim 2, comprising:   2. The earthquake-resistant structure according to claim 1, wherein at least one of the upper stiffening means and the lower stiffening means is a corrugated steel sheet for stiffening arranged with a folding line vertically.   The seismic member is a corrugated steel plate disposed with the crease beside, and a lateral flange provided along the upper and lower edges of the corrugated steel plate and joined to the first horizontal member or the second horizontal member; A vertical flange that is provided along the left and right edges of the corrugated steel plate and transmits a vertical force to the first horizontal member and the second horizontal member. Earthquake-resistant structure.   The earthquake-resistant structure according to any one of claims 1 to 4, wherein the earthquake-resistant member is a reinforced concrete wall member.   The earthquake-resistant structure according to any one of claims 1 to 4, wherein the earthquake-resistant member is a brace that is obliquely bridged between the upper horizontal member and the lower horizontal member of the reinforcing layer.   The lower layer of the layer in which the seismic member is disposed is disposed so that the lower stiffening means overlaps when viewed in plan, and transmits vertical force to the foundation of the building. Seismic structure as described in item 1.   The building which has an earthquake-resistant structure of any one of Claims 1-8.

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