JP2009299312A - Aseismatic structure, construction method of aseismatic structure, and building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an aseismatic structure having a large degree of freedom in the installation position of an earthquake-resisting wall, a construction method of the aseismatic structure, and a building having the aseismatic structure. <P>SOLUTION: Bending proof stress is given to horizontal members 12, 14 by reinforcing means 38A, 38B. Vertical force applied from vertical plates 22A, 22B of a corrugated steel plate 18 is transmitted to the portions of the horizontal members 12, 14 given the bending proof stress, by vertical force transmitting means (vertical force transmitting members 48A, 48B and connecting members 44). The corrugated steel plate 18 is thereby installed on the horizontal members with weak proof stress to provide the corrugated steel plate earthquake-resisting wall 16 with the large degree of freedom in the installation position. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to an earthquake-resistant structure in which corrugated steel plates are arranged between upper and lower horizontal members constituting a structure, a construction method for the earthquake-resistant structure, and a building having the earthquake-resistant structure.

A reinforced concrete seismic wall (hereinafter referred to as “RC seismic wall”) is installed in the frame of the frame surrounded by the pillars and beams of the building, and the horizontal force acting on the building due to the earthquake is applied to this RC. Seismic structures have been put to practical use that increase the bearing strength of buildings by placing them on the seismic walls.
Furthermore, a reinforcing method has been proposed in which the RC seismic wall is installed outside the frame surface to increase the degree of freedom of the installation position.

The perspective view of FIG. 29 shows an earthquake resistant structure 302 in which an RC earthquake resistant wall is installed outside the construction surface. In the earthquake-resistant structure 302, the RC earthquake-resistant wall 300 is installed between the slabs 304 and 305 provided above and below.
The slabs 304 and 305 are supported by reinforced concrete beams 306, 307, 308, and 309 arranged so as to be substantially orthogonal to the wall surface of the RC earthquake-resistant wall 300 in plan view.

  The beams 306, 307, 308, and 309 are fixed with bending resistance bars (not shown) provided at the vertical ends of the RC earthquake-resistant wall 300, whereby the RC earthquake-resistant wall 300 and the beams 306, 307, 308, 309, Integration with 309 is achieved.

  Further, a horizontal plate (not shown) connected to a plurality of shear bars (not shown) arranged inside the RC earthquake resistant wall 300 is fixed to the vertical end of the RC earthquake resistant wall 300. And the horizontal plate fixed to the upper part of RC earthquake-resistant wall 300, the lower surface of slab 304, and the horizontal plate fixed to the lower part of RC earthquake-resistant wall 300, and the upper surface of slab 305 are adhesively bonded by the epoxy resin.

  Here, as shown in the front view of FIG. 30A, in the structural model 330 simulating from the slab 305 of the earthquake-resistant structure 302 to almost the center height of the floor height, from the left side to the right side of the RC earthquake-resistant wall 300 (arrow 310 When a shearing force is applied, an oblique compression bundle is formed on the RC seismic wall 300. That is, the shear stress P in the oblique direction is generated in the RC earthquake resistant wall 300. Furthermore, the deformation of the slab 305 is restrained by the RC seismic wall 300.

At this time, the vertical component of the shear stress P is concentrated and transmitted to the joint portion between the lower end portion of the RC seismic wall 300 and the beam 309 disposed on the right side and the slab 305 near the joint portion. Further, as shown in the plan view of FIG. 30 (b), the horizontal component P ₁ of shear stress P is transmitted concentrate on wood axial direction central portion of the beam 309, and a slab 305 of the central portion near.

  When the shear stress P in the oblique direction is generated in the RC shear wall 300 in this way, excessive stress is locally concentrated on the beam 309 and the slab 305, so that the beam 309 is bent downward and outward, and the beam 309 is crossed. It is conceivable that the twist can be generated clockwise with respect to the surface. If the stress is further increased, there is a concern that the beam 309 and the slab 305 may be damaged.

  On the other hand, Patent Document 1 discloses an earthquake-resistant structure 312 in which corrugated steel plates are installed outside the frame structure (FIG. 31). In the earthquake resistant structure 312, a slab 326 is installed on a large beam 316 supported by a column 314.

  Corrugated steel plates 318 are installed between the slabs 326 arranged above and below. To the corrugated steel sheet 318, a flange steel sheet 320 provided along the left and right side parts and a base plate 322 provided along the upper and lower horizontal parts are joined by welding or the like.

  The flange steel plate 320 and the base plate 322 are joined together at their ends to form a frame 324. The base plate 322 is fixed to the slab 326 by bolts 328A and nuts 328B.

  In the earthquake resistant structure 312, the vertical rigidity and the in-plane bending rigidity of the corrugated steel sheet 318 are lower than the horizontal rigidity, so that the deformation of the slabs 326 arranged above and below is not restrained by the corrugated steel sheet 318. Further, the corrugated steel sheet 318 to which the shearing force is applied can form a pure shear stress field without forming a compression bundle like the RC earthquake resistant wall. Therefore, it is possible to prevent local stress concentration on the slab, which occurs when an RC earthquake-resistant wall is installed outside the frame structure.

  However, if the yield strength of the slab 326 in FIG. 31 is small and bending hinge or shear failure occurs at an early stage, only the rigid body (rotation) deformation of the corrugated steel sheet 318 increases, and the shear strength and shear rigidity of the corrugated steel sheet 318 are increased. It cannot be fully demonstrated.

Therefore, the earthquake-resistant structure 312 in FIG. 31 has a higher degree of freedom in the installation position of the earthquake-resistant wall than the earthquake-resistant wall arranged in the frame of the frame, but is installed only on a slab or beam having sufficient strength. Therefore, it is desirable to further increase the degree of freedom of the installation position.
JP 2008-7945 A

  In view of such facts, the present invention provides an earthquake-resistant structure having a large degree of freedom in the installation position of the earthquake-resistant wall, a construction method for the earthquake-resistant structure, and a building having the earthquake-resistant structure.

  The invention according to claim 1 is a corrugated steel plate disposed between horizontal members provided above and below, a horizontal plate disposed along the upper and lower end sides of the corrugated steel plate and fixed to the upper and lower end sides, A vertical plate disposed along the left and right edges of the corrugated steel plate and fixed to the left and right edges, a shear force transmitting means for connecting the horizontal member and the horizontal plate so that a horizontal force can be transmitted, and provided above and below Reinforcing means for imparting bending strength to at least one of the horizontal members, and vertical force transmission means for transmitting a vertical force acting from the vertical plate to a portion of the horizontal member to which bending strength is imparted by the reinforcing means; Have.

  In the first aspect of the present invention, the corrugated steel sheet is disposed between the horizontal members provided at the top and bottom. A horizontal plate disposed along the upper and lower ends is fixed to the upper and lower ends of the corrugated steel sheet. Moreover, the vertical plate arrange | positioned along this right-and-left end side is being fixed to the right-and-left end side of a corrugated steel plate.

The horizontal member and the horizontal plate are connected to each other so as to be able to transmit a horizontal force by a shear force transmitting means. Further, bending strength is given to at least one of the horizontal members provided above and below by the reinforcing means.
And the vertical force which acts from a vertical plate is transmitted to the site | part of the horizontal member to which bending strength was provided by the reinforcement means by the vertical force transmission means.

Therefore, when a horizontal member provided above and below is relatively moved due to an earthquake or the like and a shearing force is applied to the corrugated steel sheet, the corrugated steel sheet undergoes shear deformation. Thereby, a corrugated steel plate resists external forces, such as an earthquake, and can exhibit an earthquake resistance effect.
Moreover, if it sets so that a corrugated steel plate may yield with respect to external force, vibration energy can be absorbed with the hysteresis energy of a steel plate, and the damping effect can be exhibited.

Further, since the vertical rigidity and in-plane bending rigidity of the corrugated steel sheet are smaller than the horizontal rigidity, the deformation of the horizontal members provided above and below is not constrained by the corrugated steel sheet. In addition, the corrugated steel sheet has a pure shear stress field without forming a compression bundle like the RC earthquake resistant wall.
Therefore, local stress concentration on the horizontal member, which occurs when an RC earthquake-resistant wall is installed outside the frame surface, can be prevented.

  Further, for example, when this corrugated steel plate receives a shearing force from the left side of the corrugated steel plate (the upper horizontal plate of the corrugated steel plate goes from the left vertical plate to the right vertical plate with respect to the lower horizontal plate of the corrugated steel plate. When the corrugated steel plate receives a horizontal force moving in the direction), the corrugated steel plate undergoes shear deformation while generating a tensile force on the left vertical plate and a compressive force on the right vertical plate.

At this time, a bending moment acts on the horizontal member near the lower end of the right vertical plate. For example, when the horizontal member is formed of reinforced concrete, if this bending moment is increased, there is a high possibility that this portion of the reinforcing bar yields and causes a hinge.
When a hinge is generated in the horizontal member, the rigidity of the horizontal member is lowered and only the rotation (rigid body) deformation of the corrugated steel sheet is increased. As a result, the shear rigidity inherent to the corrugated steel sheet cannot be exhibited.

  On the other hand, in the seismic structure of claim 1, since the stress acting from the corrugated steel plate is transmitted by the vertical force transmitting means to the part of the horizontal member to which the bending strength is given by the reinforcing means, It becomes possible to prevent the occurrence of shear fracture.

Therefore, when a shearing force is applied to the corrugated steel sheet due to an earthquake or the like, the rigidity of the horizontal members provided above and below the corrugated steel sheet does not decrease, so the shear strength and shear rigidity inherent to the corrugated steel sheet are exhibited. And can sufficiently resist the shearing force caused by earthquakes.
Thereby, the corrugated steel sheet can be installed on a horizontal member having a low yield strength, and the corrugated steel sheet having a high degree of freedom in the installation position can be provided.

  According to a second aspect of the present invention, the reinforcing means is a plate member fixed to the upper and lower surfaces of the horizontal member.

In the invention according to claim 2, the reinforcing member is a plate member fixed to the upper and lower surfaces of the horizontal member, so that the plate member fixed to the lower surface of the horizontal member against the normal bending in which the horizontal member bends downward. Resists the tensile force generated by the positive bending of the horizontal member, and for the negative bending in which the horizontal member bends upward, the plate material fixed to the upper surface of the horizontal member has the tensile force generated by the negative bending of the horizontal member. resist.
Therefore, it is possible to reliably give the bending strength to the horizontal member by a simple method.

  According to a third aspect of the present invention, the vertical force transmitting means includes a connecting member that connects the plate members fixed to the upper and lower surfaces of the horizontal member, the plate member fixed to the upper or lower surface of the horizontal member, and the vertical member. A vertical force transmission member connecting the plate.

  According to a third aspect of the present invention, the vertical force transmission means includes a connecting member and a vertical force transmission member. The connecting member connects the plate material fixed to the upper surface of the horizontal member and the plate material fixed to the lower surface of the horizontal member. The vertical force transmission member connects the plate fixed to the upper surface of the horizontal member or the plate fixed to the lower surface of the horizontal member and the vertical plate.

  When the corrugated steel sheet undergoes shear deformation due to relative movement of the horizontal member, shear stress acting on the corrugated steel sheet is generated as a horizontal force, and the bending moment generated in the corrugated steel sheet by this shear stress is divided by the length of the horizontal plate. The force is generated in the vertical plate as a vertical force (hereinafter, the horizontal force is referred to as “horizontal component of shear stress” and the vertical force is referred to as “vertical component of shear stress”).

  When the vertical component of the shear stress is a downward force, the vertical component of the shear stress toward the horizontal member (hereinafter referred to as “lower horizontal member”) provided below is the vertical plate, the vertical force transmission member, It is transmitted in the order of the plate material fixed on the upper surface of the horizontal member and the lower horizontal member.

  When the vertical component of the shear stress is a downward force, the vertical component of the shear stress directed to the upper horizontal member (hereinafter referred to as “upper horizontal member”) is the vertical plate, the vertical force transmission member, the upper The plate material fixed to the lower surface of the horizontal member, the connecting member, the plate material fixed to the upper surface of the upper horizontal member, and the upper horizontal member are transmitted in this order.

  When the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the lower horizontal member is the vertical plate, the vertical force transmission member, the plate fixed to the upper surface of the lower horizontal member, the connecting member, the lower horizontal The plate material fixed to the lower surface of the member and the lower horizontal member are transmitted in this order.

  When the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the upper horizontal member is in the order of the vertical plate, the vertical force transmission member, the plate material fixed to the lower surface of the upper horizontal member, and the upper horizontal member. Communicated.

  Accordingly, the vertical component of the shear stress generated in the vertical plate due to the shear deformation of the corrugated steel sheet can be transmitted to the part of the horizontal member to which the bending strength is given by the plate material as the reinforcing means by the vertical force transmitting means.

  Also, for example, if the connecting member is a PC steel rod, and the plate material is fastened by this PC steel rod (if the plate material fixed to the upper and lower surfaces of the horizontal member is strongly pressed against the horizontal member), the plate material and the horizontal member Therefore, the plate material can be effectively resisted by the tensile force generated by the bending of the horizontal member.

  According to a fourth aspect of the present invention, the reinforcing means is concrete that is struck against the horizontal member.

In the invention described in claim 4, the bending strength of the horizontal member is improved by making the reinforcing means a concrete that is struck by the horizontal member (for example, when the horizontal member is a beam, the beam ridge is increased). The bending strength of the beam can be increased.
Moreover, the reinforcement from the one side (upper surface side or lower surface side) of a horizontal member can exhibit a reinforcement effect with respect to the bending in the upper and lower directions of the horizontal member.

  The invention according to claim 5 is characterized in that the vertical force transmitting means includes a fixing member fixed to the upper and lower surfaces of the horizontal member, a connecting member connecting the fixing members fixed to the upper and lower surfaces of the horizontal member, A vertical force transmission member that connects the fixing member fixed to the upper surface or the lower surface of the horizontal member and the vertical plate.

In a fifth aspect of the invention, the vertical force transmission means includes a fixing member, a connecting member, and a vertical force transmission member.
The fixing member is fixed to the upper and lower surfaces of the horizontal member. The connecting member connects the fixing member fixed to the upper surface of the horizontal member and the fixing member fixed to the lower surface of the horizontal member. The vertical force transmission member connects the fixing member fixed to the upper surface or the lower surface of the horizontal member and the vertical plate.

When the corrugated steel sheet undergoes shear deformation by relative movement of the horizontal members provided above and below, a vertical component of shear stress is generated in the vertical plate.
When the vertical component of the shear stress is a downward force, the vertical component of the shear stress toward the lower horizontal member is the vertical plate, the vertical force transmission member, the fixed member fixed on the upper surface of the lower horizontal member, and the lower horizontal member. It is transmitted in order.

  When the vertical component of the shear stress is a downward force, the vertical component of the shear stress toward the upper horizontal member is the vertical plate, the vertical force transmitting member, the fixed member fixed to the lower surface of the upper horizontal member, the connecting member, It is transmitted in the order of the fixed member fixed on the upper surface of the horizontal member and the upper horizontal member.

  In addition, when the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the lower horizontal member is the vertical plate, the vertical force transmission member, the fixed member fixed to the upper surface of the lower horizontal member, the connecting member, It is transmitted in the order of the fixed member fixed to the lower surface of the horizontal member and the lower horizontal member.

  When the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the upper horizontal member is the vertical plate, the vertical force transmission member, the fixed member fixed to the lower surface of the upper horizontal member, and the upper horizontal member. It is transmitted in order.

  Thereby, the vertical force transmission means can transmit the vertical component of the shear stress generated in the vertical plate due to the shear deformation of the corrugated steel sheet to the part of the horizontal member to which the bending strength is given by the reinforcing means.

  According to a sixth aspect of the present invention, the vertical force transmitting means transmits only one upward or downward vertical force acting from the vertical plate to the part of the horizontal member to which bending strength is applied by the reinforcing means. .

  In the sixth aspect of the invention, only one of the upward and downward vertical forces acting from the vertical plate is transmitted to the part of the horizontal member to which the bending strength is given by the reinforcing means by the vertical force transmitting means.

  Therefore, when a member such as a plate member is fixed to the upper and lower surfaces of the horizontal member and a reinforcing method for resisting the tensile force generated by bending the horizontal member is used, the horizontal member is directed upward or downward acting from the vertical plate. Since only one vertical force is transmitted (because the vertical force acting from the vertical plate only deflects the horizontal member in one of the upper and lower sides), a member such as a plate is fixed to one of the upper and lower surfaces of the horizontal member Just do it. Thereby, simplification of reinforcement work can be achieved.

  Further, for example, plate members are fixed to the lower surface of the upper horizontal member and the upper surface of the lower horizontal member. Then, the vertical force transmission means transmits only the downward vertical force to the portion of the upper horizontal member to which the bending strength is given by the plate material, and only the upward vertical force to the portion of the lower horizontal member to which the bending strength is given by the plate material. Is transmitted, the horizontal member can be reinforced only on the floor where the corrugated steel plate is installed.

  In this way, if the horizontal members can be reinforced only on the floor where the corrugated steel sheet is installed, repair work (installation of the corrugated steel sheet) can be carried out while the residents of the floor not installing the corrugated steel sheet are using the building. It can be carried out.

  In addition, when renovation work (installation of corrugated steel sheets) is performed on multiple floors, work performed on the upper and lower floors (for example, beam reinforcement work for installing corrugated steel sheets on the upper floor and corrugated steel sheets on the lower floor) Construction), it is possible to eliminate the waiting time for the work and to carry out the work efficiently.

  According to a seventh aspect of the present invention, the vertical force transmitting means includes a pin member provided on one of the horizontal member and the vertical plate, and the pin member provided on the other of the vertical plate and the horizontal member. And a support member fixed so as to be movable only to one of the lower sides.

  In the invention described in claim 7, the vertical force transmission means includes a pin member and a support member. The pin member is provided on one of the horizontal member and the vertical plate. The support member is provided on the other of the vertical plate and the horizontal member. The pin member is fixed to the support member so as to be movable only in one of the upper side and the lower side.

Therefore, when the pin member provided on the vertical plate is fixed to the support member provided on the horizontal member so as to be movable only downward, the downward force generated on the vertical plate is not transmitted to the support member. The upward force generated in the vertical plate is transmitted to the support member.
Further, when the pin member provided on the vertical plate is fixed to the support member provided on the horizontal member so as to be movable only upward, the upward force generated on the vertical plate is not transmitted to the support member. The downward force generated in the vertical plate is transmitted to the support member.

Further, when the pin member provided on the horizontal member is fixed to the support member provided on the vertical plate so as to be movable only downward, the upward force generated on the vertical plate is not transmitted to the support member. The downward force generated in the vertical plate is transmitted to the support member.
Further, when the pin member provided on the horizontal member is fixed to the support member provided on the vertical plate so as to be movable only upward, the downward force generated on the vertical plate is not transmitted to the support member. The upward force generated in the vertical plate is transmitted to the support member.

  Accordingly, only one of the upward and downward vertical forces acting from the vertical plate is transmitted by the vertical force transmitting means to the portion of the horizontal member to which the bending strength is given by the reinforcing means. An effect can be obtained.

  The invention according to claim 8, wherein the horizontal member is constituted by a slab that is supported by a beam arranged to intersect the corrugated steel plate in a plan view and to which the horizontal plate is connected, and the beam. Bending strength is imparted to the beam by the reinforcing means.

  In the invention according to claim 8, the horizontal member is constituted by a slab and a beam. The beam is arranged so as to intersect with the corrugated steel plate in a plan view, and a slab is supported by the beam. A horizontal plate is connected to the slab. Further, the beam is given bending strength by reinforcing means.

Therefore, the beam can be resisted not only by the rigidity of the beam cross section but by the rigidity of the beam cross section including the cooperation width of the slab.
Here, the cooperation width of the slab is a width obtained by the calculation formula shown in the reinforced concrete structure calculation criteria and the allowable stress degree design method (Japanese Architectural Institute, 1999). For example, in the parallel T-shaped cross-section member, when the value obtained by dividing the distance a from the side surface of the material to the side surface of the adjacent material by the span length L of the rigid frame material or the continuous beam is 0.5 or more, the cooperation width is 0. .1L can be expressed.

Further, since the horizontal component of the stress acting from the corrugated steel plate is distributed and transmitted in the direction of the material axis of the beam, a large twist is not generated in the beam as in the case of the RC seismic wall.
Therefore, for example, when the beam is formed of reinforced concrete, an additional tensile force due to the torsional moment is not generated, so that the formation of the hinge due to the yielding of the beam main bar can be delayed as compared with the case of the RC seismic wall.

  According to a ninth aspect of the present invention, the reinforcing means is provided from the slab to the beam.

In the invention according to claim 9, since the vertical rigidity and in-plane bending rigidity of the corrugated steel sheet are smaller than the horizontal rigidity, the deformation of the horizontal members provided above and below is not restrained by the corrugated steel sheet.
However, since the slab is forcedly deformed due to the axial force fluctuation generated in the vertical plate, the bending moment near the slab end (joint between the slab and the beam) becomes large, and a hinge may occur at this position.
On the other hand, in claim 9, by providing the reinforcing means from the slab to the beam (in the vicinity of the end of the slab), the hinge generated at this position can be prevented.

  In a tenth aspect of the present invention, a plate material is fixed to the upper surface of the slab corresponding to the cooperation width of the slab along the material axis direction of the beam.

In the invention according to claim 10, the plate material is fixed along the material axis direction of the beam on the upper surface of the slab corresponding to the cooperation width of the slab.
Therefore, the beam is not only resisted by the rigidity of the beam cross section, but can be resisted by the rigidity of the beam cross section including the cooperation width of the slab, so that the slab strength corresponding to the cooperation width is increased by the plate material. As a result, the yield strength of the beam can be improved.

  Further, when a plate material is fixed to the lower surface of the beam, the plate material fixed to the lower surface of the beam resists the tensile force generated by the positive bending of the beam against the forward bending in which the beam is bent downward. Furthermore, since the slab for the cooperation width is added as a resistance element on the compression side of the beam at this time, the neutral axis of the beam cross section moves to the upper side of the beam. Thereby, the plate material fixed to the lower surface of the beam effectively resists the normal bending of the beam.

  In addition, when a plate is fixed on the upper surface of the beam, the tensile force generated by the bending of the beam for each plate fixed to the upper surface of the beam and the upper surface of the slab against negative bending in which the beam bends upward. Can resist.

  According to an eleventh aspect of the present invention, the beam has a distance from the intersecting position to the end of the beam from the intersecting position where the axis of the horizontal plate and the beam intersect to the end of the beam. Bending strength is given to the position of 40% or more by the reinforcing means.

  In invention of Claim 11, the bending strength is provided to the beam by the reinforcement means. This bending strength is applied from the crossing position where the axis of the horizontal plate and the beam intersect to the end of the beam to a position that is 40% or more of the distance from the crossing position to the end of the beam. .

  Here, when the beam is formed of reinforced concrete, the beam has a portion distributed in the material axis direction (the distance from the intersection position to the beam end, from the intersection position to the beam end). In the range up to 40%), it resists the bending moment that occurs when the corrugated steel plate undergoes shear deformation.

  Therefore, by applying bending strength to the part that resists this bending moment by means of reinforcement, a higher reinforcement effect than local reinforcement applied to prevent local damage that occurs when RC earthquake resistant walls are installed. Can be obtained.

  The invention according to claim 12 is that the shearing force transmitting means is an adhesive.

  In the invention described in claim 12, by using the shearing force transmitting means as an adhesive, when connecting the horizontal member and the horizontal plate, noise or vibration dust during drilling with a drill is reduced or eliminated. Can do.

  The invention according to claim 13 includes a horizontal member reinforcing step of applying bending strength to at least one of the horizontal members provided above and below by a reinforcing means, and a horizontal plate disposed along the upper and lower ends. The corrugated steel plate is disposed between the horizontal members provided above and below the corrugated steel plate in which the vertical plates arranged along the left and right edges are fixed to the left and right edges, and the horizontal member. A horizontal plate connecting step for connecting the horizontal plate and the horizontal plate so that a horizontal force can be transmitted by the shearing force transmitting means, and a vertical force acting from the vertical plate to the portion of the horizontal member to which the bending strength is given by the reinforcing means. And a vertical force transmission means installation step for providing a vertical force transmission means for transmission.

  In a thirteenth aspect of the invention, the seismic structure construction method includes a horizontal member reinforcing step, a corrugated steel plate arranging step, a horizontal plate connecting step, and a vertical force transmission means installing step.

In the horizontal member reinforcing step, bending strength is applied to at least one of the horizontal members provided above and below by the reinforcing means.
In the corrugated steel plate arranging step, the corrugated steel plate is arranged between horizontal members provided on the top and bottom. A horizontal plate disposed along the upper and lower ends is fixed to the upper and lower ends of the corrugated steel sheet. Moreover, the vertical plate arrange | positioned along this right-and-left end side is being fixed to the right-and-left end side of a corrugated steel plate.

In the horizontal plate connecting step, the horizontal member and the horizontal plate are connected by the shearing force transmitting means so that the horizontal force can be transmitted.
In the vertical force transmission means installation step, vertical force transmission means is provided for transmitting the vertical force acting from the vertical plate to the part of the horizontal member to which the bending strength is given by the reinforcing means.
Therefore, an effect similar to that of the first aspect can be obtained.

  The invention according to claim 14 has the earthquake-resistant structure according to any one of claims 1 to 12.

  In invention of Claim 14, by having the earthquake-resistant structure of any one of Claims 1-12, building the building which has an earthquake-resistant structure with a large freedom degree of the installation position of an earthquake-resistant wall is possible. it can.

  Since this invention was set as the said structure, the earthquake resistant structure with a large freedom degree of the installation position of a earthquake resistant wall, the construction method of this earthquake resistant structure, and the building which has this earthquake resistant structure can be provided.

  The earthquake-resistant structure of the present invention, the construction method of the earthquake-resistant structure, and the building will be described with reference to the drawings. In addition, in this embodiment, although the example which applied this invention to the building of a reinforced concrete structure is shown, it can apply with respect to buildings of various structures and scales.

  First, a first embodiment of the present invention will be described.

  As shown in the perspective view of FIG. 1 and the front view of FIG. 2 (a), horizontal members 12, 14 that are constituent members of a reinforced concrete building 10 are provided above and below, and between these horizontal members 12, 14. A corrugated steel shear wall 16 is disposed on the wall. That is, the corrugated steel shear wall 16 is disposed outside the building surface of the building 10. In addition, the outside of the construction surface is a space between horizontal members composed of small beams, large beams, slabs, etc. 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 frame structure.

The corrugated steel shear wall 16 is constituted by a corrugated steel plate 18, steel horizontal plates 20A and 20B, and steel vertical plates 22A and 22B.
The horizontal plates 20A and 20B are disposed along the upper and lower ends of the corrugated steel plate 18 and are fixed to the upper and lower ends of the corrugated steel plate 18 by welding or the like. The vertical plates 22 </ b> A and 22 </ b> B are disposed along the left and right edges of the corrugated steel sheet 18 and are fixed to the left and right edges of the corrugated steel sheet 18 by welding or the like. The end portions of the horizontal plates 20A and 20B and the end portions of the vertical plates 22A and 22B are joined by welding or the like, and the horizontal plates 20A and 20B and the vertical plates 22A and 22B are integrally formed to form a frame 24. .

  The horizontal member 12 includes reinforced concrete beams 30 and 32 and reinforced concrete slabs 26 supported by the beams 30 and 32, and the horizontal member 14 includes reinforced concrete beams 34 and 36 and the beams 34 and 36. And a slab 28 made of reinforced concrete supported by the slab.

  The beams 30, 32, 34, and 36 are arranged so as to intersect with the corrugated steel plate 18 (the wall surface of the corrugated steel earthquake resistant wall 16) in plan view. The slabs 26 and 28 and the horizontal plates 20A and 20B are connected to each other so as to be able to transmit a horizontal force by an adhesive U (see FIG. 3A) as a shearing force transmitting means.

  As shown in FIG. 2 (a), FIG. 3 (a) which is an enlarged view of the vicinity of the beam 36, and FIG. 3 (b) which is an A3-A3 sectional view of FIG. 3 (a), the beams 30, 32 and 34 are shown. , 36 are provided with steel plates 38A and 38B as reinforcing means.

  Sixteen through holes 40 are formed in each of the plate members 38A and 38B. The beams 30, 32, 34, and 36 are formed with through holes 42 that communicate with the through holes 40 of the plate members 38A and 38B.

  A PC steel rod 44 as a connecting member is inserted into the through holes 40 and 42. The plate member 38A and the plate member 38B are connected via the PC steel rod 44 by tightening the nut 46 screwed into both ends of the PC steel rod 44, and on the upper or lower surface of the beams 30, 32, 34, 36. It is pressed.

Thus, the plate members 38A and 38B are securely fixed to the upper and lower surfaces of the beams 30, 32, 34, and 36, and the beams 30, 32, 34, and 36 are given bending strength by the plate members 38A and 38B. The gap between the through hole 42 and the PC steel bars 44 grout G ₂ is filled.

Plate 38A, 38B is fixed to the beam 30, 32, 34 and 36 via the grout _{G 1.} The grout _{G 1} by the beam 30, 32, 34, 36 and the fixed plate 38A, since the 38B more behave integrally, it is possible to effectively impart strength bending to the beam 30, 32, 34 and 36.

  A steel rib plate 48A as a vertical force transmission member connects a plate 38B fixed to the lower surfaces of the beams 30 and 32 and the vertical plates 22A and 22B, and a steel rib plate 48B as a vertical force transmission member is The plate member 38A fixed to the upper surfaces of the beams 34 and 36 is connected to the vertical plates 22A and 22B.

  Accordingly, the vertical force acting from the vertical plates 22A and 22B is obtained by the vertical force transmitting means including the PC steel rod 44 as the connecting member and the rib plates 48A and 48B as the vertical force transmitting members. The beam is transmitted to the portions of the beams 30, 32, 34, and 36 to which bending strength is given by 38A and 38B.

  And the corrugated steel plate 18, horizontal plates 20A and 20B, vertical plates 22A and 22B, the adhesive material U as shearing force transmitting means, the plate materials 38A and 38B as reinforcing means, and the PC steel bar 44 as connecting members, which have been described so far. , And rib plates 48A and 48B as vertical force transmitting members constitute an earthquake-resistant structure 50.

  Next, the operation and effect of the first embodiment of the present invention will be described.

  In the first embodiment, as shown in FIG. 2A and FIG. 2B which is an A1-A1 cross-sectional view of FIG. 2A, the horizontal members 12, 14 are relatively moved by an earthquake, When a shearing force is applied to the corrugated steel plate 18, the corrugated steel plate 18 undergoes shear deformation.

Thereby, the corrugated steel plate 18 can resist an external force such as an earthquake, and the seismic effect can be exhibited.
Moreover, if it sets so that the corrugated steel plate 18 may yield with respect to external force, vibration energy can be absorbed with the hysteresis energy of a steel plate, and the damping effect can be exhibited.

Further, since the vertical rigidity and the in-plane bending rigidity of the corrugated steel sheet 18 are smaller than the horizontal rigidity, the deformation of the horizontal members 12 and 14 provided above and below is not constrained by the corrugated steel sheet 18. Further, the corrugated steel sheet 18 can have a pure shear stress field without forming a compression bundle like the RC earthquake resistant wall.
Therefore, local stress concentration on the horizontal members 12 and 14 that occurs when an RC earthquake-resistant wall is installed outside the frame structure can be prevented.

  Further, when the corrugated steel plate 18 receives a shearing force from the left side of the corrugated steel plate 18 (the horizontal force that moves the horizontal plate 20A in the direction from the vertical plate 22A toward the vertical plate 22B with respect to the horizontal plate 20B, The corrugated steel sheet 18 undergoes shear deformation while generating a tensile force on the left vertical plate 22A and a compressive force on the right vertical plate 22B.

  At this time, as shown in FIG. 4 which is an A2-A2 cross-sectional view of FIG. 2B, a bending moment acts on the beam 36 near the lower end of the right vertical plate 22B (see the moment diagram of FIG. 4). ) And when this bending moment becomes large, there is a high possibility that the reinforcing bars in this part will yield and cause a hinge.

  When a hinge is formed on the beam 36, the rigidity of the beam 36 is reduced, and only the rotation (rigid body) deformation of the corrugated steel sheet 18 is increased. As a result, the shear rigidity inherent to the corrugated steel sheet 18 cannot be exhibited.

  On the other hand, in the seismic structure 50 of the first embodiment, the rib plate 48B transmits the stress acting from the corrugated steel plate 18 to the beam 36 to which the bending strength is given by the plate members 38A and 38B. It becomes possible to prevent bending hinges and shear failure.

  Therefore, when a shearing force acts on the corrugated steel sheet 18 due to an earthquake or the like, the rigidity of the beam 36 does not decrease, so that the shear strength and shear rigidity inherent to the corrugated steel sheet 18 can be exhibited. It can sufficiently resist the shear force caused by earthquakes.

  Thereby, it becomes possible to install the corrugated steel shear wall 16 (corrugated steel sheet 18) on a horizontal member having a weak proof stress, and it is possible to provide the corrugated steel earthquake resistant wall 16 (corrugated steel sheet 18) having a high degree of freedom in the installation position. .

  Here, the action of the PC steel bar 44 and the rib plate 48B as the vertical force transmitting means and the plate members 38A and 38B as the reinforcing means will be described in detail.

  As shown in FIGS. 3A and 3B, when the corrugated steel plate 18 is shear-deformed by the relative movement of the horizontal members 12 and 14, the shear stress applied to the corrugated steel plate 18 is a horizontal force (horizontal component of the shear stress). ) And a force (vertical component of the shear stress) obtained by dividing the bending moment generated in the corrugated steel sheet 18 by the shear stress by the length of the horizontal plate 20B is generated in the vertical plate 22B as a vertical force.

  When the vertical component of the shear stress is a downward force, the vertical component of the shear stress toward the beam 36 is transmitted in the order of the vertical plate 22B, the rib plate 48B, the plate member 38A fixed to the upper surface of the beam 36, and the beam 36. The

  When the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the beam 36 includes the vertical plate 22B, the rib plate 48B, the plate material 38A fixed to the upper surface of the beam 36, the PC steel bar 44, the beam. The plate material 38B fixed to the lower surface of 36 and the beam 36 are transmitted in this order.

  As a result, the bending strength of the vertical components of the shear stress generated from the vertical plate 22B due to the shear deformation of the corrugated steel plate 18 by the PC steel rod 44 and the rib plate 48B as the vertical force transmission means is provided by the plate members 38A and 38B as the reinforcing means. It can be transmitted to the portion of the given beam 36.

  When the vertical component of the shear stress is a downward force, the vertical component of the shear stress toward the beam 32 includes the vertical plate 22B, the rib plate 48A, the plate 38B fixed to the lower surface of the beam 32, the PC steel bar 44, the beam. The plate material 38A fixed to the upper surface of 32 and the beam 32 are transmitted in this order.

When the vertical component of the shear stress is an upward force, the vertical component of the shear stress toward the beam 32 is transmitted in the order of the vertical plate 22B, the rib plate 48A, the plate 38B fixed to the lower surface of the beam 32, and the beam 32. The
The principle that the vertical component of the shear stress is transmitted to the beam 30 is the same as that of the beam 32, and the principle that the vertical component of the shear stress is transmitted to the beam 34 is the same as that of the beam 36.

  Further, since the plate members 38A, 38B are tightly coupled by the PC steel rod 44 (the upper and lower plate members 38A, 38B are strongly pressed against the beam 36), the plate members 38A, 38B and the beams 30, 32, 34, 36 Are more integrated, and the plate members 38A and 38B can be effectively resisted by the tensile force generated by the bending of the beams 30, 32, 34, and 36.

Thus, the beams 30, 32, 34, and 36 try to bend by transmitting the vertical component of the shear stress generated from the vertical plate 22B to the beams 30, 32, 34, and 36, but the beams 30, 32, and 34 are bent. , 36 with respect to the forward bending where the beams 30, 32, 34, 36 are bent downward, the plate member 38B fixed to the lower surface of the beams 30, 32, 34, 36 resists the tensile force generated by the bending of the beams 30, 32, 34, 36, For negative bending in which the beams 30, 32, 34, 36 are bent upward, a plate member 38A fixed to the upper surface of the beams 30, 32, 34, 36 is generated by bending of the beams 30, 32, 34, 36. Resists tensile force.
Therefore, it is possible to reliably give the bending strength to the beams 30, 32, 34, and 36 by a simple method.

  Further, since the horizontal members 12 and 14 are constituted by the beams 30, 32, 34 and 36 and the slabs 26 and 28, the beams 12 and 14 do not resist only by the rigidity of the beam cross section, but the beams It is possible to resist by the rigidity of the beam cross section including the cooperation width of the slabs 26 and 28 existing in the vicinity of the joint portion between the slabs 26 and 28.

  Here, the cooperation width of the slab is a width obtained by the calculation formula shown in the reinforced concrete structure calculation criteria and the allowable stress degree design method (Japanese Architectural Institute, 1999). For example, in the parallel T-shaped cross-section member, when the value obtained by dividing the distance a from the side surface of the material to the side surface of the adjacent material by the span length L of the rigid frame material or the continuous beam is 0.5 or more, the cooperation width is 0. .1L can be expressed. In this way, the cooperation width of the slab is often about 10% of the beam span.

Further, as shown in FIG. 2B, since the horizontal component J of the shear stress acting from the corrugated steel plate 18 is distributed and transmitted in the direction of the material axis of the beam 36, the beam 36 as in the case of the RC seismic wall. No large twisting occurs.
Therefore, since an additional tensile force due to the torsional moment is not generated in the beam 36, the formation of the hinge due to the yielding of the main bar of the beam 36 can be delayed more than in the case of the RC seismic wall.

Further, as shown in FIG. 5, when the corrugated steel plate 18 receives a shearing force from the left side of the corrugated steel plate 18 (the horizontal plate 20A moves in the direction from the vertical plate 22A toward the vertical plate 22B with respect to the horizontal plate 20B). the horizontal force, if the corrugated steel 18 is subjected), the vertical component of the shear stress in the direction of arrow F _1, also the horizontal component of the shear stress in the direction of the arrow F _2, acting on the beam 30, 32, 34 .

Since the corrugated steel plate 18 is attached below the slab 26, the horizontal component of the shear stress transmitted from the corrugated steel plate 18 acts on the abdomen rather than on the upper surfaces of the beams 30 and 32. Therefore, since the point of action of the horizontal component of the shear stress is close to the vertical center of the beams 30 and 32, the amount of twist of the beams 30 and 32 with respect to the cross section of the beams 30 and 32 is reduced.
Further, the horizontal component of the shear stress acting on the beam 30 from the corrugated steel plate 18 is distributed and transmitted in the direction of the material axis of the beam 30 as in the case of the beam 36 (see FIG. 2B).

  That is, the beam axis direction center part of the beams 30, 32, 34, and 36 tries to bend in the vertical direction and the horizontal direction, and tries to twist with respect to the cross section (the beams 30, 32, 34, and 36 shown by dotted lines). Try to be in the state of).

  On the other hand, the beams 30, 32, 34, and 36 have a bending strength due to the PC steel rod 44 and the rib plates 48A and 48B serving as the vertical force transmitting means, and the plate members 38A and 38B serving as the reinforcing means for the vertical component of the shear stress. Since it transmits to the site | part of the provided beam 30,32,34,36, it becomes possible to prevent that a bending hinge and a shear fracture | rupture arise in the beam 30,32,34,36.

  Therefore, when a shearing force is applied to the corrugated steel sheet 18 due to an earthquake or the like, the rigidity of the beams 30, 32, 34, 36 does not decrease, so that the shear strength and shear rigidity inherent to the corrugated steel sheet 18 are exhibited. And can sufficiently resist the shearing force caused by earthquakes.

  Thereby, it becomes possible to install the corrugated steel shear wall 16 (corrugated steel plate 18) above and below the horizontal members 14 and 12 having weak proof stress, and the corrugated steel earthquake resistant wall 16 (corrugated steel plate 18) having a large degree of freedom of installation position. Can be provided.

  Moreover, the earthquake resistant structure 50 shown in FIG. 1 can be constructed by a construction method of an earthquake resistant structure having, for example, a horizontal member reinforcing step, a corrugated steel plate arranging step, a horizontal plate connecting step, and a vertical force transmission means installing step, Also in the earthquake-resistant structure 50 constructed | assembled by this, the effect similar to having demonstrated in FIGS. 1-5 can be acquired.

In the horizontal member reinforcing step, bending strength is imparted to the horizontal members 12 and 14 provided above and below by plate members 38A and 38B as reinforcing means.
In the corrugated steel plate arranging step, the corrugated steel earthquake resistant wall 16 (corrugated steel plate 18) is arranged between the horizontal members 12 and 14 provided above and below.

In the horizontal plate connecting step, the horizontal members 12 and 14 and the horizontal plates 20A and 20B are connected to each other so that a horizontal force can be transmitted by an adhesive U as a shearing force transmitting means.
In the vertical force transmission means installation step, the vertical force acting from the vertical plates 22A, 22B is transmitted to the portions of the beams 30, 32, 34, 36 to which the bending strength is given by the plate members 38A, 38B as the reinforcing means. A PC steel rod 44 and rib plates 48A and 48B are provided as vertical force transmitting means.
In addition, what is necessary is just to determine suitably the order of a horizontal member reinforcement | strengthening process, a corrugated steel plate arrangement | positioning process, a horizontal plate connection process, and a vertical force transmission means installation process in the condition of a construction place.

  Next, a second embodiment of the present invention will be described.

In the description of the second embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.
As shown in FIG. 6A, which is an enlarged view of the vicinity of the beam 36, and FIG. 6B, which is a B1-B1 cross-sectional view of FIG. 6A, in the earthquake-resistant structure 52 constructed in the building 10, The vertical force transmission means includes C-shaped steels 54A and 54B as fixing members, PC steel bars 56 as connection members, and steel rib plates 58A and 58B as vertical force transmission members (the rib plate 58A is a beam 30). , Provided on the 32 side, not shown).

  Carbon fiber sheets 60 and 62 as reinforcing means are disposed on the upper and lower surfaces of the beams 30, 32, 34 and 36. The carbon fiber sheet 60 is bonded to the upper surfaces of the beams 30, 32, 34, and 36 by a carbon fiber sheet 60 and a resin 64 that covers the periphery of the carbon fiber sheet 60.

Further, a carbon fiber sheet 62 is disposed along the side surfaces of the beams 30, 32, 34, 36 from the lower surface of the beams 30, 32, 34, 36, and a post-installed anchor is provided near the lower end of the beams 30, 32, 34, 36. 66 or the like.
Thereby, bending strength is provided to the beams 30, 32, 34, and 36.

  The carbon fiber sheets 60 and 62 are in close contact with the beams 30, 32, 34 and 36. For example, in the case of the carbon fiber sheet 62, both ends of the carbon fiber sheet 62 are pulled upward and fixed with a post-installed anchor 66 or the like so as to keep the tension applied to the carbon fiber sheet 62.

  C-shaped steels 54A and 54B are disposed on the upper and lower surfaces of the beams 30, 32, 34, and 36, respectively. Further, the C-shaped steel 54A and the C-shaped steel 54B are passed through the PC steel rod 56 by tightening the nuts 68 screwed into both ends of the PC steel rod 56 penetrating from the upper surface of the C-shaped steel 54A to the lower surface of the C-shaped steel 54B. At the same time, the C-shaped steel 54A and the C-shaped steel 54B are pressed against the upper surface or the lower surface of the beams 30, 32, 34, 36 via the carbon fiber sheets 60, 62.

As a result, the C-shaped steels 54A, 54B are securely fixed to the upper and lower surfaces of the beams 30, 32, 34, 36, and the upper and lower surfaces of the beams 30, 32, 34, 36 and the carbon fiber sheets 60, 62 are connected. Since the adhesiveness is improved, the bending strength imparted to the beams 30, 32, 34, and 36 can be increased.
The gap between the through hole 70 and the PC steel bar 56 formed on the beam 30, 32, 34 and 36 grout _{G 2} is filled.

  The rib plate 58A connects the C-shaped steel 54B fixed to the lower surfaces of the beams 30 and 32 and the vertical plates 22A and 22B, and the rib plate 58B is connected to the C-shaped steel 54A fixed to the upper surfaces of the beams 34 and 36. The vertical plates 22A and 22B are connected.

  Accordingly, the vertical plate 22A, the vertical plate 22A, by the vertical force transmission means including the C-shaped steels 54A and 54B as the fixing members, the PC steel rod 56 as the connecting member, and the rib plates 58A and 58B as the vertical force transmission members. The vertical force acting from 22B is transmitted to the portions of the beams 30, 32, 34, and 36 to which bending strength is given by the carbon fiber sheets 60 and 62 as reinforcing means.

  Next, the operation and effect of the second embodiment of the present invention will be described.

In the second embodiment, substantially the same effect as in the first embodiment can be obtained.
As shown in FIG. 6, when the corrugated steel sheet 18 is sheared by the relative movement of the horizontal members 12 and 14, a shear stress vertical component is generated in the vertical plate 22B by the shear deformation.

  When the vertical component of the shear stress generated in the vertical plate 22B is a downward force, the vertical component of the shear stress toward the beam 36 is the C-shaped steel fixed to the upper surface of the vertical plate 22B, the rib plate 58B, and the beam 36. 54A, resin 64, carbon fiber sheet 60, and beam 36 are transmitted in this order.

  When the vertical component of the shear stress generated in the vertical plate 22B is an upward force, the vertical component of the shear stress toward the beam 36 is a C-shaped steel fixed to the upper surface of the vertical plate 22B, the rib plate 58B, and the beam 36. 54A, the PC steel bar 56, the C-shaped steel 54B fixed to the lower surface of the beam 36, the carbon fiber sheet 62, and the beam 36 are transmitted in this order.

  Thereby, the vertical component of the shear stress generated in the vertical plate 22B due to the shear deformation of the corrugated steel plate 18 by the PC steel rod 56, the C-shaped steels 54A and 54B, and the rib plate 58B as the vertical force transmission means is converted into the carbon fiber sheet. The beam can be transmitted to the portion of the beam 36 to which bending strength is given by 60 and 62.

  When the vertical component of the shear stress generated in the vertical plate 22B due to the shear deformation is a downward force, the vertical component of the shear stress toward the beam 32 is fixed to the lower surface of the vertical plate 22B, the rib plate 58A, and the beam 32. C-shaped steel 54B, PC steel bar 56, C-shaped steel 54A fixed to the upper surface of beam 32, resin 64, carbon fiber sheet 60, and beam 32 are transmitted in this order.

Further, when the vertical component of the shear stress generated in the vertical plate 22B due to the shear deformation is an upward force, the vertical component of the shear stress toward the beam 32 is fixed to the lower surface of the vertical plate 22B, the rib plate 58A, and the beam 32. It is transmitted in the order of C-shaped steel 54B, carbon fiber sheet 62, and beam 32.
The principle that the vertical component of the shear stress is transmitted to the beam 30 is the same as that of the beam 32, and the principle that the vertical component of the shear stress is transmitted to the beam 34 is the same as that of the beam 36.

  Further, since the C-shaped steels 54A and 54B are tightly coupled by the PC steel rod 56 (the upper and lower C-shaped steels 54A and 54B are strongly pressed against the beam 36), the carbon fiber sheets 60 and 62 and the beam 36 , Which makes it possible to effectively resist the carbon fiber sheets 60 and 62 against the tensile force generated by the bending of the beam 36.

  In the second embodiment, the example in which the lower surface and a part of the side surface of the beams 30, 32, 34, and 36 are covered with the carbon fiber sheet 62 is shown. However, as shown in FIG. , 34, and 36, and the carbon fiber sheet 62 may cover a part of the slabs 26 and 28. In this way, the shear strength and torsional strength of the beams 30, 32, 34, and 36 can be improved.

  In the second embodiment, an example in which one C-shaped steel 54A and 54B is fixed to each of the upper and lower surfaces of the beams 30, 32, 34, and 36 is shown. However, as shown in FIG. A member in which the C-shaped steels 72A and 74A are connected to each other may be used as the fixing member 76A, and a member in which the C-shaped steels 72B and 74B (not shown) are connected to the C-shaped steel 54B may be used as the fixing member 76B (not shown). The C-shaped steel 72A, 74A and the C-shaped steel 72B, 74B, the fixing member 76A and the fixing member 76B have the same shape.

  In this case, the C-shaped steel bars 72A, 74A, 72B, 74B are fixed so as to be positioned on the upper and lower surfaces of the beams 30, 32, 34, 36 along the material axis direction of the beams 30, 32, 34, 36. The members 76A and 76B are arranged, and in the vicinity of the ends of the C-shaped steels 72A, 74A, 72B and 74B, the C-shaped steels 72A and 74A and the C-shaped steels 72B and 74B are And the C-shaped steels 72A, 74A and the C-shaped steels 72B, 74B are joined to the beams 30, 32, 34 through the carbon fiber sheets 60, 62 by tightening the nuts 68 screwed into both ends of the PC steel rod 56. What is necessary is just to press on the upper surface or lower surface of 36.

  In this way, the reinforcing effect (adhesion between the upper and lower surfaces of the beams 30, 32, 34, 36 and the carbon fiber sheets 60, 62) can be further enhanced, and the carbon fiber sheets 60, 62 and the beams 30, 32 can be enhanced. , 34, and 36 can be uniformly integrated.

Moreover, in 2nd Embodiment, although the C-shaped steel 54A, 54B was used as a fixing member, the various members which have rigidity, such as a shape steel and a board | plate material, can be used for a fixing member.
Moreover, in FIG. 6 of 2nd Embodiment, although the example using one PC steel rod 56 was shown with respect to one beam 30, 32, 34, 36, the number and arrangement | positioning of PC steel rod 56 are as follows. What is necessary is just to determine suitably according to the bending strength required.

  Moreover, in 2nd Embodiment, although the example which used the carbon fiber sheets 60 and 62 as a reinforcement means was shown, you may use another reinforcement method. For example, as reinforcement means, generally used reinforcement by steel plate adhesion, reinforcement by reinforcing steel bars, or the like may be used.

  Further, the concrete is applied to one or both of the upper and lower surfaces of the beams 30, 32, 34, 36, and the beam of the beams 30, 32, 34, 36 is increased to thereby increase the beam 30 as a horizontal member. , 32, 34, 36 may be given bending strength.

For example, as shown in FIGS. 9A and 9B, for the beams 30 and 32, the concrete V ₁ is applied in the vicinity of the central portion in the material axis direction on the lower surface side of the beams 30 and 32, and the beams 34, for 36, if hit increasingly concrete _{V 2} in the vicinity of the center of the timber axis direction of the upper surface of the beam 34, 36, only floors corrugated steel 18 is placed, bending the beam 30, 32, 34 Reinforcing work that gives strength can be performed.

  Further, as shown in FIGS. 9 (a) and 9 (b), the reinforcement method by incremental hitting is reinforcement from one side (lower surface side or upper surface side) of the horizontal member (beams 30, 32, 34, 36). However, the reinforcing effect can be exerted against the bending of the horizontal member in both the upper and lower directions.

Incidentally, FIG. 9 (a), the as shown by the dashed line (b), the lower surface of the concrete _{V 1} which is hit increased the beam 30, 32, and the upper surface of the concrete _{V 2} which is hit increased the beam 34, 36, anchor bolts, stud bolts, the through adhesive or the like to fix the like plate and C-shaped steel (FIG. 9 (a), the example of steel plate 130A is fixed is shown in the lower surface of the concrete V _1, FIG. 9 (b) shows an example in which steel plate 130B is fixed to the upper surface of the concrete V ₂ are shown).

Further, the plate member 130A and the vertical plates 22A and 22B are connected by a steel rib plate 132A, the plate member 130B and the vertical plates 22A and 22B are connected by a steel rib plate 132B, and the plate members 130A and 130B and the rib plate are connected. The vertical force transmission means is constituted by 132A and 132B.
This is preferable because all the construction related to the installation of the corrugated steel sheet 18 can be performed only on the floor where the corrugated steel sheet 18 is installed.

  Next, a third embodiment of the present invention will be described.

In the description of the third embodiment, components having the same configurations as those of the first embodiment are denoted by the same reference numerals, and are appropriately omitted.
As shown in FIG. 10 (b) which is a front view of FIG. 10 (a) and a cross-sectional view taken along the line C1-C1 of FIG. 10 (a), the seismic structure 78 constructed in the building 10 has a slab outside the surface. A corrugated steel shear wall 16 is installed on 28 (in the middle of the slab 28).

  In addition, as shown in FIG. 11A, which is an enlarged view of the vicinity of the beam 36, and FIG. 11B, which is a cross-sectional view taken along the line C2-C2 of FIG. Steel plate members 80A and 80B as reinforcing means are arranged. The horizontal plates 20A and 20B may be extended to the outside of the vertical plates 22A and 22B, and the extended portions may be used as plate members 80A and 80B. Moreover, plate material 80A, 80B and horizontal plate 20B, 20A do not need to be joined.

  In the earthquake-resistant structure 78, as shown in FIG. 10B, the width of the horizontal plate 20B is made larger than the width of the vertical plates 22A and 22B, and the horizontal plate 20B is extended to the outside of the vertical plates 22A and 22B. .

  As shown in FIG. 10B and FIGS. 11A and 11B, four through holes 82 are formed in the plate members 80A and 80B. The slabs 26 and 28 are formed with through holes 84 communicating with the through holes 82 of the plate members 80A and 80B.

  A PC steel rod 86 as a connecting member is inserted into the through holes 82 and 84. The plate member 80A and the plate member 80B are connected through the PC steel rod 86 by tightening the nuts 88 screwed into both ends of the PC steel rod 86, and are pressed against the upper or lower surface of the slabs 26, 28. .

Thus, the plate members 80A and 80B are securely fixed to the upper and lower surfaces of the slabs 26 and 28, and the bending strength is given to the slabs 26 and 28 by the plate members 80A and 80B. The gap between the through hole 84 and the PC steel bars 86 grout G ₂ is filled.

Plate 80A, 80B is fixed to the slab 26 through the grout _{G 1.} This grout _{G 1} by the slab 26 and plate 80A, and a 80B more behave integrally, thereby the strength bent slab 26 effectively granted.

  Since the slab hinge is generated at the end of the slab, it is preferable to provide the plate member 80A up to the upper surfaces of the beams 30, 32, 34, and 36 as shown in FIG. When there is no beam in the vicinity, the plate member 80A may not be provided up to the upper surface of the beam, but the plate members 80A and 80B are preferably made as long as possible.

  A steel rib plate 90A as a vertical force transmission member connects a plate member 80B fixed to the lower surface of the slab 26 and the vertical plates 22A and 22B, and a steel rib plate 90B as a vertical force transmission member is a slab. A plate member 80A fixed to the upper surface of the plate 28 is connected to the vertical plates 22A and 22B.

  As a result, the vertical force acting from the vertical plates 22A and 22B by the vertical force transmitting means provided with the PC steel rod 86 as the connecting member and the rib plates 90A and 90B as the vertical force transmitting members is a plate material as the reinforcing means. It transmits to the part of beam slabs 26 and 28 to which bending strength was given by 80A and 80B.

  Next, operations and effects of the third exemplary embodiment of the present invention will be described.

In the third embodiment, substantially the same effect as in the first embodiment can be obtained.
Further, as shown in FIG. 10A, the vertical rigidity and the in-plane bending rigidity of the corrugated steel sheet 18 are smaller than the horizontal rigidity, so that the deformation of the slabs 26 and 28 provided on the upper and lower sides is restricted by the corrugated steel sheet 18. Not.

  However, since forced deformation occurs in the slabs 26 and 28 due to fluctuations in the axial force generated in the vertical plates 22A and 22B, the ends of the slabs 26 and 28 (joint portions between the slabs 26 and 28 and the beams 30, 32, 34, and 36). The bending moment in the vicinity increases and a hinge may occur at this position (see the moment diagram in FIG. 10A).

  On the other hand, in the seismic structure 78, a plate member 80A as a reinforcing means is provided at this position from the slabs 26, 28 to the beams 30, 32, 34, 36 (in the vicinity of the ends of the slabs 26, 28). The generated hinge can be prevented.

  In the third embodiment, an example in which the plate members 80A and 80B are used as the reinforcing means has been described, but various reinforcing methods for the slab can be used. For example, the reinforcing means may be a generally used reinforcing material such as a carbon fiber sheet, reinforcing a steel plate, reinforcing a reinforcement, reinforcing steel bonding, or the like.

  Next, a fourth embodiment of the present invention will be described.

In the description of the fourth embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.
As shown in FIG. 12A, which is an enlarged view of the vicinity of the beam 36, and FIG. 12B, which is a cross-sectional view taken along D1-D1 of FIG. 12A, in the earthquake-resistant structure 92 constructed in the building 10, Steel plate materials 94A and 94B are fixed to the upper surface of the slab 28 corresponding to the cooperation width of the slab 28 along the material axis direction of the beam 36. The planar shapes of the plate material 94A and the plate material 94B are the same. The method of fixing the plate members 94A and 94B by the PC steel rod 120 and the nut 122 is the same as the plate members 80A and 80B shown in FIGS.

  Further, on the upper surfaces of the slabs 26 and 28 in the vicinity of the beams 30, 32, and 34, the same method is applied along the material axis direction of the beams 30, 32, and 34 within a range corresponding to the cooperation width of the slabs 26 and 28. The plate members 94A and 94B are fixed.

  Next, operations and effects of the fourth exemplary embodiment of the present invention will be described.

In the fourth embodiment, substantially the same effect as in the first embodiment can be obtained.
Further, as shown in FIGS. 12A and 12B, the beam 36 is not only resisted by the rigidity of the beam cross section, but can be resisted by the rigidity of the beam cross section including the cooperation width of the slab 28. Therefore, the proof strength of the beam 36 can be improved by increasing the proof strength of the slab 28 corresponding to the cooperation width by the plate 94A.

  When the plate member 38B is fixed to the lower surface of the beam 36, the plate member 38B fixed to the lower surface of the beam 36 has a tensile force generated by the positive bending of the beam 36 with respect to the positive bending in which the beam 36 bends downward. Resist the force.

  Further, at this time, the slab 28 corresponding to the cooperation width is added as a resistance element on the compression side of the beam 36, so that the neutral axis of the beam cross section of the beam 36 shifts to the upper side of the beam 36. Thereby, the plate member 38B fixed to the lower surface of the beam 36 effectively resists the positive bending of the beam 36.

When the plate member 38A is fixed to the upper surface of the beam 36, the plate member 38A fixed to the upper surface of the beam 36 and the plate member fixed to the upper surface of the slab 28 with respect to negative bending in which the beam 36 bends upward. 94A can resist the tensile force generated by the negative bending of the beam 36.
In the beams 30, 32, and 34, the same effects as those of the plate members 94A and 94B for the beam 36 described above can be obtained.

In the fourth embodiment, as shown in FIG. 12B, the planar shapes of the plate members 94A and 94B are rectangular, but other shapes may be used. For example, as shown in the plan view of FIG.
Further, as shown in FIG. 13, the plate member 94A may be fixed to the upper surfaces of the slabs 26 and 28 with anchor bolts 118 and nuts 88, or may be fixed with an adhesive or the like.

  Further, in the fourth embodiment, an example in which the plate materials 94A and 94B are fixed to the upper surfaces of the slabs 26 and 28 corresponding to the cooperation width of the slabs 26 and 28 is shown, but the slab 26 is not provided with the plate materials 94A and 94B. The slabs 26 and 28 corresponding to the cooperative width of 28 may be subjected to reinforcement by carbon fiber sheet, reinforcement by steel plate adhesion, reinforcement by reinforcement, reinforcement by reinforcing steel bars, and the like.

  Further, the plate material 94A and the plate material 38A shown in the fourth embodiment may not be joined. Further, by applying the fourth embodiment to the third embodiment, as shown in the plan views of FIGS. 14A and 14B, the slabs 26 and 28 corresponding to the cooperation widths of the slabs 26 and 28 can be obtained. A steel plate 98 may be fixed on the upper surface.

  Next, a fifth embodiment of the present invention will be described.

In the description of the fifth embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.
As shown in the front view of FIG. 15, in the earthquake resistant structure 134 constructed in the building 10, the corrugated steel earthquake resistant wall 16 is installed outside the structural surface between the horizontal members 12 and 14.

  Further, as shown in FIGS. 16 and 15 which are enlarged views of the vicinity of the beam 36, steel plates 136A and 136B as reinforcing means are provided on the upper surfaces of the beams 34 and 36 and the lower surfaces of the beams 30 and 32, respectively. It is fixed by a stud bolt.

  The plate members 136A and 136B may be integrated with the beams 30, 32, 34, and 36 so that bending strength is applied to the beams 30, 32, 34, and 36. The plate materials 136A and 136B may be fixed to the lower surfaces of 30 and 32 by anchor bolts, adhesives, or the like.

  Further, the vertical plates 22A and 22B are not provided in the vicinity of the corner portion of the corrugated steel plate 18 (reach the horizontal plates 20A and 20B), but the left and right edges of the corrugated steel plate 18 and the beams 30, 32, 34, and 36. A gap is formed between the side surfaces of the two. That is, no force is directly transmitted from the vicinity of the corner portion of the corrugated steel plate 18 to the beams 30, 32, 34, 36.

  The vertical force transmission means in the earthquake-resistant structure 134 includes steel pin members 138A and 138B and support members 140A and 140B as vertical force transmission members made of steel plates. The pin members 138A and 138B are fixed to the vertical plates 22A and 22B by welding or the like, and protrude outward from the vertical plates 22A and 22B.

  The support members 140A and 140B are joined substantially vertically to the plate materials 136A and 136B so that the plate surfaces of the vertical plates 22A and 22B and the steel plate surfaces of the support members 140A and 140B face each other. In this state, the steel rib plates 142A and 142B are reinforced to reinforce the bonding between the plate materials 136A and 136B and the support members 140A and 140B. The rib plates 142A and 142B may not be provided as long as the support members 140A and 140B are securely joined to the plate materials 136A and 136B.

  Further, as shown in FIGS. 17A to 17D which are H1-H1 to H4-H4 cross-sectional views of FIG. 15 (FIG. 17A is a cross-sectional view of H1-H1 of FIG. 15 and FIG. 17B). 15 is a sectional view taken along line H2-H2 in FIG. 15, FIG. 17C is a sectional view taken along line H3-H3 in FIG. 15, and FIG. 17D is a sectional view taken along line H4-H4 in FIG. A long hole 144 extending in the vertical direction is formed, and pin members 138A and 138B are inserted into the long hole 144, respectively.

  In the initial state where the corrugated steel plate 18 is not sheared, the pin members 138A and 138B are arranged at the positions shown in the drawings depicted on the left side of FIGS. That is, when the corrugated steel plate 18 is not sheared, the pin member 138A (vertical plate 22A) in FIG. 17A and the pin member 138A (vertical plate 22B) in FIG. The pin member 138B (vertical plate 22A) in FIG. 17 (c) and the pin member 138B (vertical plate 22B) in FIG. 17 (d) are movably supported only in one below. It is fixed to 140B.

  Accordingly, the horizontal members (beams 30, 32, 34, 36) to which bending strength is applied by the plate members 136A, 136B as the reinforcing means by the vertical force transmission means including the pin members 138A, 138B and the support members 140A, 140B. ), Only one of the upward and downward vertical forces acting from the vertical plates 22A and 22B is transmitted.

  Next, operations and effects of the fifth exemplary embodiment of the present invention will be described.

  In the fifth embodiment, when the corrugated steel plate 18 receives a shearing force from the left side of the corrugated steel plate 18 shown in FIG. 15 (the direction in which the horizontal plate 20A is directed from the vertical plate 22A to the vertical plate 22B with respect to the horizontal plate 20B). When the corrugated steel plate 18 receives a horizontal force that moves to the right), an upward vertical force (vertical component of shear stress) is generated on the left vertical plate 22A, and a downward vertical force (shear stress) is applied to the right vertical plate 22B. Vertical component).

  At this time, the pin member 138A (vertical plate 22A) in FIG. 17A moves upward (see the drawing drawn on the right side of FIG. 17A), so that the vertical plate 22A moves to the beam 30. The upward vertical force is not transmitted.

  In addition, the pin member 138A (vertical plate 22B) in FIG. 17B is restrained from moving downward, so it tries to push down the support member 140A (see the drawing on the right side of FIG. 17B). Thus, a downward vertical force is transmitted from the vertical plate 22B to the beam 32.

  Also, the pin member 138B (vertical plate 22A) in FIG. 17C is restrained from moving upward, so it tries to push up the support member 140B (see the drawing on the right side of FIG. 17C). Thus, an upward vertical force is transmitted from the vertical plate 22A to the beam 34.

  Also, since the pin member 138B (vertical plate 22B) in FIG. 17D moves downward (see the drawing drawn on the right side of FIG. 17D), it faces downward to the beam 36 from the vertical plate 22B. The vertical force of is not transmitted,

  When this corrugated steel plate 18 receives a shearing force from the right side of the corrugated steel plate 18, a downward vertical force (vertical component of shear stress) is generated on the left vertical plate 22A, and an upward vertical force is applied to the right vertical plate 22B. Force (vertical component of shear stress) is generated.

  At this time, a downward vertical force is transmitted from the vertical plate 22A to the beam 30, and an upward vertical force is transmitted from the vertical plate 22B to the beam 36. Vertical force is not transmitted.

  In this way, only one upward or downward vertical force acting from the vertical plates 22A and 22B is transmitted to the beams 30, 32, 34, and 36, and the vertical force acting from the vertical plates 22A and 22B is transmitted to one of the upper and lower sides. However, since the beams 30, 32, 34, and 36 are not bent, it is only necessary to fix a member such as a plate member as a reinforcing means to one surface of the upper and lower surfaces of the beams 30, 32, 34, and 36.

  In FIG. 15, only the downward vertical force is transmitted to the beams 30 and 32 (the beams 30 and 32 are bent downward), and only the upward vertical force is transmitted to the beams 34 and 36 (the beams 34 and 36 are Therefore, as shown in FIG. 15, the plate material 136B is fixed only to the lower surfaces of the beams 30 and 32, and the plate material 136A is fixed only to the upper surfaces of the beams 34 and 36. Thereby, simplification of reinforcement work can be achieved.

  Further, if the plate members 136A and 136B are arranged as shown in FIG. 15, the horizontal members (beams 30, 32, 34, and 36) can be reinforced only on the floor where the corrugated steel seismic wall 16 is installed. The repair work (installation of the corrugated steel seismic wall 16) can be performed in a state where a resident of the floor where the corrugated steel seismic wall 16 is not installed is using the building.

  In addition, when renovation work (installation of corrugated steel seismic wall 16) is performed on multiple floors, construction performed on upper and lower floors (for example, beam reinforcement work for installing corrugated steel seismic wall 16 on the upper floor, Since the construction of arranging the corrugated steel shear wall 16 on the floor does not intermingle, work waiting can be eliminated and the construction can be carried out efficiently.

  In the fifth embodiment, the pin members 138A and 138B are provided on the vertical plates 22A and 22B, and the support members 140A and 140B are provided on the plate materials 136A and 136B fixed to the beams 30, 32, 34, and 36. However, the pin members 138A and 138B may be provided on the plate materials 136A and 136B, and the support members 140A and 140B may be provided on the vertical plates 22A and 22B.

In the fifth embodiment, the pin member 138A shown in FIGS. 17A and 17B is fixed to the support member 140A so as to be movable only in one of the upper directions, and FIGS. Although the example in which the pin member 138B of d) is fixed to the support member 140B so as to be movable only in one of the lower sides has been shown, the pin members 138A, 138B can be moved only in one opposite to this. The members 138A and 138B may be fixed to the support members 140A and 140B.
Whether the pin members 138A and 138B can be moved in one of the vertical directions may be appropriately determined according to the structure of the building, the arrangement of the corrugated steel shear walls, and the like.

  In the fifth embodiment, an example in which the support members 140A and 140B are formed of a steel plate in which a long hole is formed has been described. However, the support member is a long member that allows the pin members 138A and 138B to move in one direction. What is necessary is just a member in which guide parts, such as a hole and a groove | channel, were formed. For example, as shown in FIG. 18, the vertical force transmission member 154 may be configured by the steel plates 146 and 148 and the movement restriction members 150 and 152.

In the vertical force transmission member 154, the steel plates 146 and 148 are arranged so that the plate surfaces face each other at a distance, and the steel plates 146 and 148 are fixed to the plate materials 136A and 136B. Then, pin members 138A and 138B are inserted between the steel plate 146 and the steel plate 148 (FIG. 18 shows an example in which the pin member 138B is inserted), and the pin members 138A and 138B are moved upward. Or it is movably fixed downward.
In this case, the movement of the pin members 138A and 138B is prevented by the steel movement restricting members 150 and 152 provided in the upper and lower portions of the space between the steel plate 146 and the steel plate 148.

  In the first and second embodiments, the PC steel bars 44 and 56 are passed through the beams 30, 32, 34, and 36, and the plate steel 38 A and the plate material 38 B or C-shaped steel are used by the PC steel bars 44 and 56. Although the example which connected 54A and C-shaped steel 54B was shown, as shown in FIG. 19, the board | plate material fixed to the upper and lower surfaces of the beams 30, 32, 34, and 36 by the PC steel rod 96 penetrated by the slabs 26 and 28 38A and the plate material 38B, or the C-shaped steel 54A and the C-shaped steel 54B may be connected (an example in which the plate material 38A and the plate material 38B are connected is shown in FIG. 19).

  Further, in the first to fifth embodiments, the example in which the corrugated steel earthquake resistant wall 16 is placed only on the upper surface of the slab 28 is shown, but as shown in the front view of FIG. You may apply to the corrugated steel earthquake-resistant wall mounted in the upper surface of 36.

  Further, the beams 30, 32, 34, and 36 are portions having widths dispersed in the material axis direction (from the crossing positions where the axes of the horizontal plates 20A and 20B and the beams 30, 32, 34, and 36 intersect) When the corrugated steel sheet 18 undergoes shear deformation in the range of 40% of the distance from the intersecting position to the ends of the beams 30, 32, 34, 36) toward the ends of the 32, 34, 36 Resists the resulting bending moment.

  Therefore, the bending strength of the beams 30, 32, 34, 36 by the reinforcing means such as the plate members 38A, 38B, 136A, 136B and the carbon fiber sheets 60, 62 shown in the first, second, and fifth embodiments. If the application is performed from the intersection position toward the ends of the beams 30, 32, 34, 36 to a position that is 40% or more of the distance from the intersection position to the ends of the beams 30, 32, 34, 36, the waveform Since bending strength is imparted to the portion that resists the bending moment generated from the steel plate 18, the reinforcement is higher than the local reinforcement applied to prevent local damage that occurs when the RC earthquake resistant wall is installed. An effect can be obtained.

In the first to fifth embodiments, the horizontal members are configured by the beams 30, 32, 34, and 36 and the slabs 26 and 28. However, only the slab, only the beams such as the small beam and the large beam are shown. A horizontal member may be constituted by the above, and the corrugated steel earthquake resistant wall 16 may be installed between the horizontal members provided above and below.
For example, a corrugated steel aseismic wall 16 is installed only on the upper surface of the slab, and the slab is provided with a reinforcing means. A seismic structure provided with reinforcing means, an anti-seismic structure provided with corrugated steel shear walls 16 so as to straddle the upper surfaces of both slabs and beams, or an anti-seismic structure provided with reinforcing means on the beams, or corrugated steel shear walls only on the upper surface of the slab It is good also as an earthquake-resistant structure which installed 16 and provided the reinforcement means to the beam.

  Moreover, in the 1st-5th embodiment, although the crease of the corrugated steel plate 18 was formed in the horizontal direction, the crease of the corrugated steel plate 18 may be formed in the vertical direction. It is preferable that the crease of the corrugated steel sheet 18 is formed in the horizontal direction because the vertical rigidity and in-plane bending rigidity of the corrugated steel sheet 18 become smaller and the deformation of the horizontal members 12 and 14 is not hindered.

  Moreover, what is necessary is just to use an epoxy resin etc. for the adhesive material as a shearing force transmission means shown in the 1st-5th embodiment. Further, the horizontal members 12, 14 and the horizontal plates 20A, 20B may be connected by post-construction anchor bolts or stat bolts. An adhesion method using an epoxy resin with less noise and vibration dust during construction is preferable.

Further, in the first to fourth embodiments, an example filled with grout _{G 2} into the gap between the through hole 42,70,84 and PC Bar 44,56,86,120, grout G ₂ need not be filled. It preferred because it is possible to prevent the rusting of the PC steel bars 44,56,86,120 be filled with grout _{G 2} around the PC steel bars 44,56,86,120.
Further, although the connecting members are PC steel bars 44, 56, 86, and 120, the connecting members may be members that can transmit force. For example, you may use bar materials other than PC steel bar, PC steel wire, etc.

  In the first to fourth embodiments, the plate members 38A, 80A, 94A and the plate members 38B, 80B, 94B, and the C-shaped steel 54A and the C-shaped steel 54B are combined by the PC steel bars 44, 56, 86, 120. Although the connected example is shown, the plate members 38A, 38B, 80A, 80B, 94A, 94B and the C-shaped steels 54A, 54B may be fixed to the horizontal member with, for example, an anchor bolt, a stud bolt, or an adhesive. .

Moreover, in the 1st-5th embodiment, although shown about the corrugated steel earthquake-resistant wall 16 installed out of the construction surface, the 1st-5th embodiment was used for the corrugated steel earthquake-resistant wall installed in the composition surface. You may apply.
Moreover, the seismic structures 50, 52, 78, 92, and 134 shown in the first to fifth embodiments may be used for a part of the building or for all of them. By using the earthquake-resistant structures 50, 52, 78, 92, and 134, it is possible to construct a building having an earthquake-resistant structure with a high degree of freedom in the installation position of the earthquake-resistant wall.

  In addition, the first to fifth embodiments can be applied to both new and renovated buildings. The 1st-5th embodiment with a large freedom degree of the installation position of a seismic wall shows the outstanding effect especially in repair work of a repaired building.

  The first to fifth embodiments of the present invention have been described above, but the present invention is not limited to such embodiments, and the first to fifth embodiments may be used in combination. Needless to say, the present invention can be implemented in various modes without departing from the gist of the present invention.

(Example)

  In this embodiment, as shown in the perspective view of FIG. 21, a frame (test body 100) in which corrugated steel shear walls are installed outside the structural surface, and a frame (test body 102) in which RC earthquake resistant walls are installed outside the structural surface. The transmission mechanism of the shear force verified by the static loading experiment carried out on and will be described.

  As shown in FIG. 21, in the structural model test body 100 in which the corrugated steel shear wall is installed outside the structural surface, the wall surface is short of the slab 104 at the center in the long side direction of the rectangular reinforced concrete slab 104. A corrugated steel earthquake-resistant wall 16 is installed so as to be parallel to the side.

  The slab 104 is supported at both ends in the short side direction of the slab 104 by reinforced concrete beams 106A and 106B arranged so as to be substantially orthogonal to the wall surface of the corrugated steel earthquake proof wall 16 in plan view.

  As shown in the front view of FIG. 22, anchors 110 provided on steel rib plates 108 fixed to the vertical plates 22A and 22B are fixed to the beams 106A and 106B of the test body 100 by an epoxy resin for injection. As a result, the corrugated steel shear wall 16 and the beams 106A and 106B are integrated.

Moreover, the horizontal plate 20B of the corrugated steel shear wall 16 and the upper surface of the slab 104 are bonded and bonded by an epoxy resin so that the corrugated steel earthquake resistant wall 16 and the slab 104 are integrated.
The adhesive surface of the horizontal plate 20B was shot blasted, and the adhesive surface of the slab 104 was roughened. Then, after sealing a gap of about 10 mm between the horizontal plate 20B and the slab 104 with a putty-like epoxy resin, an injection epoxy resin was press-fitted.

  In addition, a reinforcing beam 112 made of reinforced concrete is provided integrally with the corrugated steel earthquake resistant wall 16 along the upper edge of the corrugated steel earthquake resistant wall 16.

In this manner, in the test body 100, the corrugated steel earthquake proof wall 16 was installed outside the surface of the slab 104 having one layer and one span, and was simulated to almost the center height of the floor height. The scale of the test body 100 was about ½ of that used in an actual building.
FIG. 22 shows the dimensions of the corrugated steel shear wall 16. The configuration of the corrugated steel earthquake resistant wall 16 is the same as that of the corrugated steel earthquake resistant wall 16 used in the first embodiment, and a description thereof will be omitted.

  As shown in FIG. 21, a structural model test body 102 in which an RC earthquake-resistant wall is installed outside the structural surface is obtained by replacing the corrugated steel earthquake-resistant wall 16 installed on the slab 104 in the test body 100 with an RC earthquake-resistant wall 114. It is. An RC earthquake-resistant wall 114 was installed outside the surface of the slab 104 having one layer and one span, and, similar to the test body 100, was simulated up to the center height of the floor height.

  As shown in the front view of FIG. 23, bending resistance bars 116 provided at the vertical ends of the RC earthquake-resistant wall 114 are fixed to the beams 106A and 106B of the test body 102 by an epoxy resin for injection. The RC seismic wall 114 and the beams 106A and 106B are integrated.

  Further, a steel horizontal plate 124 to which a plurality of shear bars (not shown) arranged inside the RC earthquake-resistant wall 114 is connected is fixed to the lower end side of the RC earthquake-resistant wall 114. The lower surface of the horizontal plate 124 and the upper surface of the slab 104 are bonded and bonded with an epoxy resin so that the RC seismic wall 114 and the slab 104 are integrated. The processing method of the adhesion surface of the horizontal plate 124 and the slab 104 is the same as that of the horizontal plate 20B and the slab 104 of the corrugated steel shear wall 16.

  In addition, a reinforcing beam 126 made of reinforced concrete is provided integrally with the RC seismic wall 114 along the upper end side of the RC seismic wall 114. FIG. 23 shows the dimensions of the RC seismic wall 114.

In both the corrugated steel shear wall 16 and the RC shear wall 114, when the average shear force of the shear wall is 1.0 to 2.0 N / mm ² , the bending yield of the beams 106A and 106B precedes the shear yield of the shear wall. Furthermore, the design was made such that the proof stress of the shear wall is not significantly reduced to an interlayer deformation angle of 1/100 rad.

  As shown in FIG. 24, in the static loading experiment, the force from the beam 106A side to the beam 106B side is applied as a positive load by using two 1000kN jacks 128 installed so as to sandwich the force beams 112 and 126. Done by force.

  In the test body 100, the loading history is the interlayer deformation angle R = ± 0.01%, ± 0.1%, ± 0.2%, ± 0.4%, ± 0.6%, ± 0.8%. , ± 1.0%, ± 2.0%, ± 3.0%, ± 4.0%, repeated twice each, and gradually increased to R = 8.0%. Deformation angle R = ± 0.01%, ± 0.1%, ± 0.2%, ± 0.4%, ± 0.6%, ± 0.8%, ± 1.0% each twice The load was gradually increased until R = + 2.0%.

  From the crack occurrence state which occurred in the test body 100 in which the corrugated steel shear wall 16 is installed due to the incremental loading of R = ± 0.01 to ± 8.0% described above, the following (1) to (3) The shear force transmission mechanism was confirmed.

(1) As shown in the front view of FIG. 25A, from the beam 106A side to the beam 106B side (in the direction of the arrow 156), a substantially horizontal force is applied to the force beam 112 of the corrugated steel shear wall 16. When shearing force is generated in the corrugated steel sheet 18, the vertical rigidity and in-plane bending rigidity of the corrugated steel sheet 18 are smaller than the horizontal rigidity, so that the deformation of the slab 104 is not constrained by the corrugated steel sheet 18.
Further, the corrugated steel sheet 18 can have a pure shear stress field without forming a compression bundle like the RC earthquake resistant wall. Therefore, local stress concentration on the slab 104 that occurs when an RC earthquake-resistant wall is installed outside the frame structure can be prevented.

(2) At this time, the horizontal component of the shear stress generated in the corrugated steel sheet 18 is dispersed and transmitted to the slab 104 as shown in the plan view of FIG.
(3) At this time, as shown in FIG. 25 (a), the beam 106B resists the vertical component of the shear stress in the cross section (shaded portion) including the cooperation width of the slab 104 (the shaded portion behaves integrally). To do).

  Further, from the occurrence of cracks generated in the test body 102 on which the RC earthquake-resistant wall 114 is installed due to the incremental loading of R = ± 0.01 to + 2.0%, shear force transmission similar to the structural model 330 in FIG. The mechanism was confirmed.

That is, an oblique compression bundle was formed on the RC earthquake resistant wall 114 (an oblique shear stress was generated), and the deformation of the slab 104 was restrained by the RC earthquake resistant wall 114.
Further, due to the shear stress generated in the RC earthquake-resistant wall 114, excessive stress is locally concentrated on the beam 106B and the slab 104, the beam 106B bends downward and outward, and the beam 106B is crossed by the beam 106B. A clockwise twist relative to the surface occurred.

The graphs of FIGS. 26 and 27 show the beam main bars (upper end) provided on the beam 106A by the incremental loading of R = ± 0.01 to ± 8.0% or ± 0.01 to + 2.0% described above. This shows the value of distortion generated in the streaks (not shown). FIG. 26 shows the value of the test body 102 on which the RC seismic wall 114 is installed, and FIG. 27 shows the value of the test body 100 on which the corrugated steel seismic wall 16 is installed.
The value of the strain is obtained from the measured value of the strain gauge attached to the beam main bar (upper bar) of the beam 106A so as to be positioned in the plan view at the points E1 to E4 shown in the plan view of FIG. .

26 and 27, the vertical axis represents the distance from the center of the beam 106A in the material axis direction (hereinafter referred to as “the center of the beam 106A material axis”), and the horizontal axis represents the strain value.
The values 158A, 158B, 158C, 158D, and 158E in FIG. 26 are measured values of strain gauges attached to the main bars of the beam 106A when a force of 50 kN, 100 kN, 150 kN, 200 kN, and 250 kN is applied by the jack 128. The values 160A, 160B, 160C, 160D, 160E, and 160F in FIG. 27 are values of the beam 106A when a force of 50 kN, 100 kN, 150 kN, 200 kN, 250 kN, and 300 kN is applied by the jack 128. This is a value obtained from the measured value of a strain gauge attached to the main bar.
Also, the solid line 162 in FIG. 26 and the solid line 164 in FIG. 27 indicate the yield strain values.

  As shown in FIG. 26, in the test body 102 in which the RC earthquake-resistant wall 114 is installed, the strain value at the position E2 (520 mm from the center of the beam axis of the beam 106A) is small and the degree of stress is hardly increased. That is, the bending moment distribution has a peak near the center of the beam 106A material axis.

  On the other hand, in the test body 100 in which the corrugated steel shear wall 16 is installed, as shown in FIG. 27, as the load increases (in the order of 160A, 160B, 160C, 160D, 160E, 160F) of E2. It can be seen that the positional distortion increases and the bending moment is dispersed.

According to these experimental results shown in FIGS. 26 and 27, in the test body 100 in which the corrugated steel shear wall 16 is installed, the beam 106A is a portion having a width dispersed in the material axis direction, and the corrugated steel plate 18 is sheared. It was confirmed that it resisted the bending moment generated when it was deformed.
Therefore, if the beam parts dispersed in the axial direction that resist the bending moment are reinforced, the reinforcement effect is higher than the local reinforcement that is applied to prevent local damage that occurs when the RC earthquake-resistant wall is installed. Can be obtained.

  In addition, from the experimental results of FIG. 27, it was found that the bending moment was surely distributed in the range from the center of the beam axis of the beam 106A to the position E2, so that bending strength was given to the beam 106A in the range beyond this. It is effective to perform reinforcement.

  Here, since the distance from the beam axis center of the beam 106A to the end of the beam axis of the beam 106A is 1350 mm, the position of E2 (520 mm from the beam axis center of the beam 106A) is in the direction of the beam axis of the beam 106A. The distance from the center of the beam axis of the beam 106A to the end of the beam 106A in the material axis direction is about 40% (= (520 mm / 1350 mm) × 100) toward the end.

  In addition, for the beam 106B of the test body 100 on which the corrugated steel shear wall 16 is installed, the beam main reinforcement (upper end reinforcement, non-extrusion) of the beam 106B is positioned at the points W1 to W4 shown in FIG. The values obtained from the measured values of the strain gauge attached to the figure) showed the same tendency as in FIG.

  Therefore, from the intersection position where the axis of the horizontal plate 20B intersects the beams 106A and 106B to the ends of the beams 106A and 106B, to a position that is 40% or more of the distance from the intersection position to the ends of the beams 106A and 106B. If the bending strength is given by the reinforcing means, the generation of the hinges of the beams 106A and 106B can be effectively delayed, and the inherent shear strength and shear rigidity of the corrugated steel shear wall 16 can be exhibited.

It is a perspective view which shows the earthquake-resistant structure which concerns on the 1st Embodiment of this invention. It is the front view and top view which show 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 explanatory drawing which shows the force which acts on the beam 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 2nd Embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on the 2nd Embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on the 2nd Embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on the 2nd Embodiment of this invention. It is the front view and top view which show the earthquake-resistant structure which concerns on the 3rd Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 3rd Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 4th Embodiment of this invention. It is explanatory drawing which shows the modification of the earthquake-resistant structure which concerns on the 4th Embodiment of this invention. It is explanatory drawing which shows the modification of the earthquake-resistant structure which concerns on the 4th Embodiment of this invention. It is a front view which shows the earthquake-resistant structure which concerns on the 5th Embodiment of this invention. It is an enlarged view which shows the beam vicinity of the earthquake-resistant structure which concerns on the 5th Embodiment of this invention. It is explanatory drawing which shows the effect | action of the earthquake-resistant structure which concerns on the 5th Embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on the 5th Embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on embodiment of this invention. It is explanatory drawing which shows the modification of the seismic structure which concerns on embodiment of this invention. It is a perspective view which shows the test body which concerns on the Example of this invention. It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on the Example of this invention. It is a front view which shows the RC earthquake-resistant wall which concerns on the Example of this invention. It is explanatory drawing which shows the test method which concerns on the Example of this invention. It is explanatory drawing which shows the result of the static loading experiment which concerns on the Example of this invention. It is a diagram which shows the result of the static loading experiment which concerns on the Example of this invention. It is a diagram which shows the result of the static loading experiment which concerns on the Example of this invention. It is a top view which shows the test body which concerns on the Example of this invention. It is a perspective view which shows the conventional earthquake-resistant structure. It is explanatory drawing which shows the shearing force transmission mechanism of the conventional structural model. It is a front view which shows the conventional earthquake-resistant structure.

Explanation of symbols

DESCRIPTION OF SYMBOLS 10 Building 12, 14 Horizontal member 18 Corrugated steel plate 20A, 20B Horizontal plate 22A, 22B Vertical plate 26, 28 Slab (horizontal member)
30, 32, 34, 36 Beam (horizontal member)
38A, 38B, 80A, 80B, 136A, 136B Plate material (reinforcing means)
44, 56, 86, 96 PC steel bar (connecting member, vertical force transmission means)
48A, 48B, 58A, 58B, 90A, 90B Rib plate (vertical force transmission member, vertical force transmission means)
50, 52, 78, 92, 134 Seismic structure 54A, 54B C-shaped steel (fixing member, vertical force transmission means)
60, 62 Carbon fiber sheet (reinforcing means)
76A, 76B Fixing member (vertical force transmission means)
94A, 94B, 98 Plate material 130A, 130B Plate material (vertical force transmission means)
132A, 132B Rib plate (vertical force transmission means)
138A, 138B Pin member (vertical force transmission means)
140A, 140B Support member (vertical force transmission member, vertical force transmission means)
154 Vertical force transmission member (vertical force transmission means)
U adhesive (shearing force transmission means)
V ₁ and V ₂ concrete

Claims (14)

Corrugated steel plates arranged between horizontal members provided above and below;
A horizontal plate disposed along the upper and lower end sides of the corrugated steel plate and fixed to the upper and lower end sides;
A vertical plate disposed along the left and right edges of the corrugated steel plate and fixed to the left and right edges;
A shearing force transmitting means for connecting the horizontal member and the horizontal plate so that a horizontal force can be transmitted;
Reinforcing means for imparting bending strength to at least one of the horizontal members provided above and below;
Vertical force transmission means for transmitting a vertical force acting from the vertical plate to a portion of the horizontal member to which bending strength is imparted by the reinforcing means;
Earthquake-resistant structure with   The earthquake-resistant structure according to claim 1, wherein the reinforcing means is a plate material fixed to the upper and lower surfaces of the horizontal member. The vertical force transmission means is
A connecting member that connects the plate members fixed to the upper and lower surfaces of the horizontal member;
A vertical force transmission member that connects the plate and the vertical plate fixed to the upper surface or the lower surface of the horizontal member;
The earthquake-resistant structure according to claim 2 provided with.   The earthquake-resistant structure according to claim 1, wherein the reinforcing means is concrete that is struck by the horizontal member. The vertical force transmission means is
A fixing member fixed to the upper and lower surfaces of the horizontal member;
A connecting member that connects the fixing members fixed to the upper and lower surfaces of the horizontal member;
A vertical force transmission member connecting the fixing member and the vertical plate fixed to the upper surface or the lower surface of the horizontal member;
The earthquake-resistant structure according to claim 1, 2, or 4.   2. The earthquake-resistant structure according to claim 1, wherein the vertical force transmitting means transmits only one of upward and downward vertical forces acting from the vertical plate to a portion of the horizontal member to which bending strength is applied by the reinforcing means. The vertical force transmission means is
A pin member provided on one of the horizontal member and the vertical plate;
A support member provided on the other of the vertical plate and the horizontal member and fixed so that the pin member can move only upward or downward;
The earthquake-resistant structure according to claim 6 provided with.   The horizontal member is constituted by a slab supported by a beam arranged to intersect the corrugated steel plate in a plan view and connected to the horizontal plate, and the beam, and the bending strength of the beam by the reinforcing means The earthquake-resistant structure according to any one of claims 1 to 7, to which is given.   The earthquake-resistant structure according to claim 8, wherein the reinforcing means is provided from the slab to the beam.   The earthquake-resistant structure according to claim 8 or 9, wherein a plate material is fixed along the material axis direction of the beam on the upper surface of the slab corresponding to the cooperation width of the slab.   The beam is directed from the intersection where the axis of the horizontal plate and the beam intersect to the end of the beam, to the position of 40% or more of the distance from the intersection to the end of the beam. The earthquake-resistant structure according to any one of claims 8 to 10, wherein bending strength is imparted by the structure.   The earthquake-resistant structure according to any one of claims 1 to 11, wherein the shear force transmission means is an adhesive. A horizontal member reinforcing step for imparting bending strength to at least one of the horizontal members provided above and below by a reinforcing means;
The corrugated steel plates in which the horizontal plates arranged along the upper and lower end sides are fixed to the upper and lower end sides, and the vertical plates arranged along the left and right end sides are fixed to the left and right end sides are provided above and below. Corrugated steel plate placement step to be placed between horizontal members;
A horizontal plate connecting step of connecting the horizontal member and the horizontal plate so that a horizontal force can be transmitted by a shear force transmitting means;
A vertical force transmission means installation step for providing a vertical force transmission means for transmitting a vertical force acting from the vertical plate to a portion of the horizontal member to which bending strength is applied by the reinforcing means;
Construction method of earthquake-resistant structure having A building having the earthquake-resistant structure according to any one of claims 1 to 12.

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