JP5095492B2 - Corrugated steel shear wall - Google Patents

Description

  The present invention relates to a corrugated steel shear wall configured by attaching a plurality of corrugated steel plates to peripheral members constituting a frame.

  As a seismic wall in a structure, as shown in Patent Document 1, a corrugated steel shear wall composed of corrugated steel sheets processed into corrugations arranged on the frame surface of the frame with the direction of the corrugated crease in the horizontal direction is proposed. Has been. This corrugated steel shear wall does not bear vertical force because it expands and contracts in the vertical direction like an accordion, but it can resist horizontal shearing force and has excellent deformation performance while ensuring shear rigidity and shear strength. Have. Furthermore, the shear rigidity and strength can be adjusted by changing the material strength, thickness, number of overlapping sheets, corrugation pitch, wave height, etc. of the steel sheet, realizing a shear wall with a high degree of freedom in rigidity and design strength. ing.

  By the way, in recent years, environmental performance in a living space has attracted attention, and performance satisfaction is also required for vibration due to traffic, wind, and the like. As measures against such vibrations, it is conceivable to increase the weight of the building or increase the rigidity. However, it is effective to impart damping to the building. Looking at the corrugated steel shear wall, in the plastic region after the corrugated steel plate yields, the vibration energy can be absorbed by a stable hysteresis loop (history damping), but in the elastic region before the corrugated steel plate yields, the rigidity of the corrugated steel plate To suppress vibration. However, if the rigidity of the corrugated steel sheet is increased, the deformation performance of the corrugated steel shear wall is lowered, and the characteristics of the corrugated steel shear wall cannot be fully utilized.

On the other hand, Patent Document 2 proposes a corrugated steel shear wall in which a plurality of corrugated steel plates are superposed. However, a technical idea for reducing vibration due to traffic, wind, or the like is not disclosed.
JP 2005-264713 A JP 2006-37628 A

  In view of the above facts, an object of the present invention is to provide a corrugated steel seismic wall that can reduce vibration due to traffic, wind, or the like while maintaining seismic performance.

  The corrugated steel earthquake resistant wall according to claim 1 is attached to a peripheral member constituting the frame, and a plurality of corrugated steel plates arranged opposite to each other, a viscoelastic body provided between the corrugated steel plates facing each other, At least one of the opposing corrugated steel sheets has a region in which the shear rigidity is different in the vertical direction, the amount of shear deformation caused by the shearing force acting on at least one of the regions, and the other of the other facing the region The amount of shear deformation caused by the shearing force acting on the corrugated steel sheet is different.

  According to said structure, a corrugated steel plate is attached facing the peripheral member which comprises a frame, and the viscoelastic body is provided between the corrugated steel plates which oppose. Moreover, the area | region where shear rigidity differs is provided in the up-down direction at least one of the corrugated steel plates which oppose. And among the regions provided in one corrugated steel sheet, the amount of shear deformation caused by the shear force acting on at least one region, and the shear deformation amount caused by the shear force acting on the other corrugated steel plate facing the region, Is different. For this reason, a difference arises in the amount of shear deformation of the corrugated steel plates facing each other, and the viscoelastic body provided between the corrugated steel plates facing each other undergoes shear deformation. Therefore, vibration energy is absorbed by the viscoelastic body, and vibration is reduced.

  According to a second aspect of the present invention, there is provided the corrugated steel shear wall according to the first aspect, wherein the region and a region adjacent to the region have different shapes.

  According to said structure, the area | region of the waveform from which a shape differs is provided in the corrugated steel plate. The shear stiffness of the corrugated steel sheet can be adjusted by changing the corrugated shape. For this reason, by providing the corrugated steel sheet with a sparse part and a dense part in the corrugated steel sheet, regions having different shear rigidity can be provided.

  The corrugated steel earthquake-resistant wall according to claim 3 is the corrugated steel earthquake-resistant wall according to claim 1 or 2, wherein the corrugated steel plates facing each other have shear rigidity with the center of the construction surface of the frame as a boundary. It is characterized by having two different areas.

According to said structure, the two area | regions where shear rigidity differs are each provided in the corrugated steel plate which opposes. The boundary between the two regions is located at the center of the frame. For this reason, the difference in the amount of shear deformation between the corrugated steel plates facing each other is maximized at the center of the frame. Therefore, by providing the viscoelastic body near the center of the construction surface of the frame, the vibration energy absorption efficiency is improved, and the vibration reduction effect is increased.
The center of the frame structure is not only a position where the frame structure is equally divided, but also a concept including misalignment due to processing errors of corrugated steel sheets, construction errors of peripheral members, and the like. The boundary between the two regions may be located approximately in the center of the frame.

  The corrugated steel earthquake-resistant wall according to claim 4 is attached to peripheral members constituting the frame, a plurality of corrugated steel plates arranged to face each other, and a viscoelastic body provided between the corrugated steel plates facing each other, And at least one of the corrugated steel sheets has a region having different yield points in the vertical direction, the yield start time when yielding is generated by a shearing force acting on at least one of the regions, and the other waveform facing the region. It is characterized in that the yield start time when yielding is different due to the shearing force acting on the steel sheet.

  According to said structure, a corrugated steel plate is attached facing the peripheral member which comprises a frame, and the viscoelastic body is provided between the corrugated steel plates which oppose. Moreover, the area | region where a yield point differs is provided in the up-down direction at least one of the corrugated steel plates which oppose. And among the plurality of regions provided in one corrugated steel sheet, it yields by the yield start time when it yields by the shearing force acting on at least one region, and by the shearing force acting on the other corrugated steel plate facing the region. Yield point time is different. Thereby, since one area | region yields early and plastically deforms, a shear deformation amount becomes larger than the other area | region (elastic deformation). Accordingly, a difference occurs in the amount of shear deformation between the corrugated steel plates facing each other, and the viscoelastic body provided between the corrugated steel plates facing each other undergoes shear deformation. Therefore, vibration energy is absorbed by the viscoelastic body, and vibration is reduced.

  The corrugated steel plate earthquake-resistant wall according to claim 5 is the corrugated steel plate earthquake-resistant wall according to any one of claims 1 to 4, wherein the corrugated steel plate is attached only to the upper and lower peripheral members. And

  According to said structure, a corrugated steel plate is attached only to an up-and-down peripheral member, and is not attached to the left-right peripheral member. For this reason, compared with the case where a corrugated steel plate is restrained by the left and right peripheral members, the difference in the shear deformation amount of the corrugated steel plates facing each other is increased, and the shear deformation amount of the viscoelastic body is increased. Therefore, the absorption efficiency of vibration energy by the viscoelastic body is improved, and the vibration reduction effect is improved.

  The corrugated steel earthquake-resistant wall according to claim 6 is the corrugated steel earthquake-resistant wall according to any one of claims 1 to 5, wherein a joining means for joining the corrugated steel plates facing each other is formed on each corrugated steel plate. A bolt hole, a bolt that penetrates the bolt hole, and a nut into which the bolt is screwed, and at least one of the bolt holes that penetrates the bolt allows a horizontal displacement of the bolt. It is characterized by that.

  According to said structure, the corrugated steel plate which opposes by the joining means is joined. Therefore, each corrugated steel plate cooperates and resists a deformation | transformation of the out-of-plane direction of a corrugated steel plate. Accordingly, the rigidity (bending rigidity) against the deformation in the out-of-plane direction of the corrugated steel sheet is increased, and shear buckling of the corrugated steel sheet earthquake resistant wall is prevented.

  In addition, at least one of the bolt holes through which the bolt passes is a long hole, and the bolt can be displaced in the horizontal direction. Therefore, each corrugated steel plate which opposes becomes independently shear-deformable to a horizontal direction (in-plane direction), and a difference arises in the amount of shear deformation of each corrugated steel plate. Therefore, the vibration is reduced because the viscoelastic body undergoes shear deformation and absorbs vibration energy.

  Since this invention set it as said structure, it can reduce the vibration by traffic, a wind, etc., maintaining seismic performance.

  The corrugated steel shear wall according to the first embodiment of the present invention will be described below with reference to the drawings. FIG. 1 is a front view showing a corrugated steel seismic wall 10, FIG. 2 is a cross-sectional view of the corrugated steel seismic wall 10, and FIG. 3 is an enlarged cross-sectional view of the corrugated steel seismic wall 10.

  As shown in FIGS. 1 and 2, the corrugated surface of the frame 20 surrounded by the reinforced concrete columns 12 and 14 and the reinforced concrete beams 16 and 18 includes two corrugated steel plates 22 each having a corrugated steel plate, 24 (see FIG. 2) are arranged opposite to each other with the direction of the crease being in the horizontal direction. A plate-shaped joining frame frame 26 is welded to the outer peripheral portion of each corrugated steel plate 22, 24, and the corrugated steel plates 22, 24 are connected to the columns 12, 14 and beams by the joining method described later through the joining frame frame 26. 16 and 18 are joined. The corrugated steel plates 22 and 24 are made of the same steel material.

  The corrugated steel sheet 22 has two regions 28 and 30 having different corrugated shapes in the vertical direction, and the upper dense wave region 28 has a waveform in which peaks 28A and 28B protruding in an out-of-plane direction are alternately continued. The lower sparse wave region 30 has a waveform in which peak portions 30A and 30B protruding in the out-of-plane direction are alternately continued. The boundary between the dense wave region 28 and the sparse wave region 30 is located near the center of the corrugated steel plate 22, that is, near the center of the frame 20.

  Comparing the waveform shapes of the dense wave region 28 and the sparse wave region 30, the crease lengths of the oblique sides of the ridges 28A (or ridges 28B) and the ridges 30A (or ridges 30B) and the folds of the oblique sides Are substantially equal in projection length. On the other hand, the crease length of the top surface part of the mountain is longer in the mountain part 30A (or mountain part 30B) than in the mountain part 28A (or mountain part 28B). In addition, the crease length of the top surface portion of the mountain, the crease length of the oblique side portion, and the projection length of the crease portion of the oblique side portion respectively correspond to a, b, and c in FIG.

  Similar to the corrugated steel plate 22, the corrugated steel plate 24 has two regions with different corrugated shapes in the vertical direction, and the upper sparse wave region 32 has continuous peaks 32 A and 32 B protruding in the out-of-plane direction. The lower dense wave region 34 has a waveform in which crests 34A and 34B protruding in the out-of-plane direction are alternately continued. The boundary between the sparse wave region 32 and the dense wave region 34 is located near the center of the corrugated steel sheet 24, that is, near the center of the frame 20.

The crease lengths of the oblique sides of the ridge portions 32A (or the ridge portions 32B) and the ridge portions 34A (or the ridge portions 34B) and the projection lengths of the creases of the oblique side portions are substantially equal. On the other hand, the crease length of the top surface part of the mountain is longer in the mountain part 32A (or mountain part 32B) than in the mountain part 34A (or mountain part 34B).
The dense wave region 28 of the corrugated steel plate 22 and the dense wave region 34 of the corrugated steel plate 24 have the same shape, and the sparse wave region 30 of the corrugated steel plate 22 and the sparse wave region 32 of the corrugated steel plate 24 are the same. The shape is a waveform.

  The corrugated steel plate 22 and the corrugated steel plate 24 are disposed so that the dense wave region 28 and the sparse wave region 32 and the sparse wave region 30 and the dense wave region 34 face each other. An elastic body 36 is provided. Specifically, as shown in FIG. 3, a plate-like viscoelastic body 36 is inserted between the peak portion 28B and the peak portion 32A, and the viscoelastic body 36 is placed on the top surface of the peaks of the peak portions 28B and 32A. Each is glued.

  On the other hand, a light iron stud 38 is disposed between the mountain portion 28B and the mountain portion 32B. The light iron stud 38 is a longitudinal member having a C-shaped cross section having a lip groove 40 and is arranged with the lip groove 40 facing upward. Further, the light iron stud 38 is joined to the top surface portion of the mountain portion 32B by welding or a bolt (not shown). A viscoelastic body 36 is inserted between the light iron stud 38 and the peak portion 28B. The viscoelastic body 36 is bonded to the side surface of the light iron stud 38 and the top surface portion of the mountain portion 28B.

  As a material of the viscoelastic body 36, diene rubber, butyl rubber, acrylic, urethane asphalt rubber or the like is used. Similar to the above, the viscoelastic body 36 is also inserted between the sparse wave region 30 and the dense wave region 34.

  Next, an example of a method for joining the frame 20 and the corrugated steel plates 22 and 24 will be described. In addition, although the joining method in 1st Embodiment is demonstrated, this joining method is applicable to all embodiment.

  As shown in FIG. 4, a stud 42 as a shearing force transmitting element is attached to the joining frame 26 by welding or the like. And at the time of construction of the frame 20, the frame 20 and the corrugated steel plates 22 and 24 are integrally joined by embedding the studs 42 inside the columns 12 and 14 and the beams 16 and 18. For this reason, a shearing force (such as an earthquake load) acting on the corrugated steel plates 22 and 24 is transmitted to the frame 20 via the studs 42.

  In the present embodiment, the stud 42 is attached to the joining frame 26 and the stud 42 is embedded in the left and right columns 12 and 14 and the upper and lower beams 16 and 18 and joined. What is necessary is just to be able to transmit the shearing force acting on the steel plates 22 and 24 to the frame 20. For example, a joining plate having a shearing force transmission element such as a stud 42 embedded in the inner peripheral portions of the columns 12 and 14 and the beams 16 and 18, and a joining frame frame attached to the joining plate and the corrugated steel plates 22 and 24. 26 may be joined by bolts or welding. Further, a joint member such as a nut capable of transmitting a shearing force to the columns 12 and 14 and the beams 16 and 18 is embedded in the inner peripheral portions of the columns 12 and 14 and the beams 16 and 18, and the corrugated steel plates 22 and 24 are embedded in the joint members. A bolt or the like penetrating through the joining frame 26 attached to the screw may be screwed in and fixed. Further, the corrugated steel plates 22 and 24 do not necessarily have to be joined to all the columns 12 and 14 and the beams 16 and 18, and may be joined to the columns 12 and 14 or the beams 16 and 18 according to the design strength.

  Next, operations and effects of the corrugated steel shear wall according to the first embodiment of the present invention will be described. FIG. 5 is a conceptual diagram showing the corrugated steel shear wall 10 when an external force (shearing force) such as traffic vibration or wind load is applied. FIG. 6C is a schematic diagram showing a state in which the corrugated steel plates 22 and 24 arranged opposite to each other are subjected to shear deformation, and FIGS. 6A and 6B are for ease of understanding. It is a schematic diagram which shows the corrugated steel plates 22 and 24 of the front and back of the state which carried out the shear deformation.

As shown in FIG. 5 or 6, when an external force (shearing force F) is applied to the corrugated steel shear wall 10, the corrugated steel plates 22 and 24 absorb vibration energy while repeating shear deformation. Here, the corrugated steel plates 22 and 24 arranged facing each other bear the shearing forces F _A and F _B corresponding to the ratio of the overall shear rigidity as parallel springs. That is, dense wave region 28, the entire shear stiffness of corrugated steel 22 obtained by combining the shear stiffness of the sparse wave region 30 and K _A, sparse wave region 32, the overall shear corrugated steel 24 obtained by combining the shear stiffness of the dense wave region 34 If the rigidity and _{K B,} the shear force _{F a} that corrugated steel 22 will _{bear, F a = F × K a} / (K a + K B) , and the shear force _{F B} which corrugated steel 24 will _{bear, F} B = F × K _B / (K _A + K _B ).

Also, looking at the corrugated steel 22 and the dense wave region 28 and Utoha region 30, since a series spring, dense wave region 28, respectively shearing force F _A sparsely wave region 30 acts, dense wave region 28 The sparse wave region 30 undergoes shear deformation according to each shear rigidity. Here, the shear elastic modulus G _w , the shear stiffness K, and the shear deformation amount δ of the corrugated steel sheet are generally given by the equations (1), (2), and (3), respectively.

なお、η：長さ効率（η＝（ａ＋ｃ）／（ａ＋ｂ））、ａ：山の頂面部の折り目長さ、ｂ：斜辺部の折り目長さ、ｃ：斜辺部の折り目の投影長さ、Ｅ_０：波形鋼板のヤング係数、ν：ポアソン比、Ａ：波形鋼板の水平断面積、Ｌ：波形鋼板の高さ（せん断高さ）、Ｆ_０：波形鋼板に作用するせん断力である。

Where η is the length efficiency (η = (a + c) / (a + b)), a is the crease length at the top of the mountain, b is the crease length at the hypotenuse, c is the projection length of the crease at the hypotenuse, E ₀ : Young's modulus of corrugated steel sheet, ν: Poisson's ratio, A: Horizontal cross-sectional area of corrugated steel sheet, L: Height of corrugated steel sheet (shear height), F ₀ : Shear force acting on corrugated steel sheet.

In the present embodiment, the dense wave region 28 and the sparse wave region 30 have different sized waveforms, that is, the crease lengths of the peak portions of the peaks 30A, 30B are the peaks of the peaks 28A, 28B. Since the fold length of the top surface portion is longer, the sparse wave region 30 has a greater length efficiency η than the dense wave region 28. Accordingly, the shear elastic modulus G _w2 of the sparse wave region 30 is larger than the shear elastic modulus G _w1 of the dense wave region 28 (G _w2 > G _w1 ), and the shear stiffness K ₂ of the sparse wave region 30 is _{equal to} that of the dense wave region 28. The shear rigidity is greater than K ₁ (K ₂ > K ₁ ). Therefore, as shown in FIG. 6A, the shear deformation amount δ1 (= F _A / K ₁ ) of the dense wave region 28 is larger than the shear deformation amount δ2 (= F _A / K ₂ ) of the sparse wave region 30. (Δ1> δ2). It should be noted that the crease length of the oblique side and the projection length of the crease of the oblique side of the dense wave region 28 and the sparse wave region 30 are equal.

Like the corrugated steel 22, looking at the corrugated steel 24, since the sparse wave region 32 and Mitsuha region 34 in series spring, sparse wave region 32, respectively entire shearing force F _B acts on the dense wave region 34 The sparse wave region 32 and the dense wave region 34 are subjected to shear deformation according to their shear rigidity. The sparse wave region 32 and the dense wave region 34 of the corrugated steel plate 24 have different sized waveforms, that is, the sparse wave region 32 has a greater length efficiency η than the dense wave region 34, and shear stiffness _{K 3} is larger than the shear stiffness _{K w4} of dense wave region _{34 (K 3> K 4)} . Therefore, as shown in FIG. 6B, the shear deformation amount δ4 (= F _B / K ₄ ) of the dense wave region 34 is larger than the shear deformation amount δ3 (= F _B / K ₃ ) of the sparse wave region 32. (Δ4> δ3). It should be noted that the slant side fold length and the slant side fold projection length of the sparse wave region 32 and the dense wave region 34 are equal.

Further, in the present embodiment, the dense wave region 28 and the dense wave region 34, the sparse wave region 30 and the sparse wave region 32 have the same waveform, and the corrugated steel plates 22 and 24 are made of the same steel material. ing. Therefore, the shear stiffness of each region is K ₁ = K ₄ , K ₂ = K ₃ , and the overall shear stiffness K _A (= (K ₁ × K ₂ ) / (K ₁ + K ₂ )) of the corrugated steel plate 22 is corrugated. The total shear rigidity K _B (= (K ₃ × K ₄ ) / (K ₃ + K ₄ )) of the steel plate 24 becomes equal (K _A = K _B ). Accordingly, the total shear forces F _A and F _B borne by the corrugated steel plates 22 and 24 are equal (F _A = F _B ), and the shear deformation amount δ1 of the dense wave region 28 and the shear deformation amount δ4 of the dense wave region 34 Are equal (δ1 = δ4), and the shear deformation amount δ2 of the sparse wave region 30 is equal to the shear deformation amount δ3 of the sparse wave region 32 (δ2 = δ3).

  Therefore, there is a difference between the shear deformation amounts δ1 and δ3 (δ1> δ3) of the opposing dense wave region 28 and the sparse wave region 32, and the shear deformation amounts δ2 and δ4 ( A difference occurs in δ2 <δ4). As a result, as shown in FIG. 6C, relative deformation (arrow M) occurs between the corrugated steel plate 22 and the corrugated steel plate 24, and the viscoelastic body provided between the corrugated steel plate 22 and the corrugated steel plate 24. 36 (see FIG. 2) undergoes shear deformation in the horizontal direction. Therefore, in the viscoelastic body 36, vibration energy is converted into heat energy, and vibration is reduced. In this way, rather than increasing the rigidity of the corrugated steel plates 22 and 24, by applying damping with the viscoelastic body 36, while maintaining the seismic performance (deformation performance) of the corrugated steel shear wall 10, traffic vibration and wind load And so on.

  In the present embodiment, the boundary between the dense wave region 28 and the sparse wave region 30 and the boundary between the sparse wave region 32 and the dense wave region 34 are located near the center of the frame 20. Therefore, the difference in the amount of shear deformation between the corrugated steel plates 22 and 24 facing each other is maximized near the center of the surface of the frame 20. Therefore, the vibration reduction efficiency can be improved by intensively arranging the viscoelastic body 36 near the center of the corrugated steel plates 22 and 24. Further, in the case where the viscoelastic body 36 is partially provided from the viewpoints of cost reduction of the viscoelastic body 36 and improvement of workability, the viscoelastic body is provided near the center of the corrugated steel plates 22 and 24 as shown in FIG. It is suitable to arrange 36.

Here, in order to cause relative deformation between the corrugated steel sheet 22 and the corrugated steel sheet 24, the corrugated steel sheets 22 and 24 may be designed so that δ2 ≠ δ4. If this is generalized, the shear deformation amounts δ2 and δ4 are given by the equations (4) and (5), so that it is understood that K ₁ K ₄ ≠ K ₂ K ₃ should be satisfied. Therefore, the shear stiffness ratio (K ₁ / K ₂ ) of the dense wave region 28 and the sparse wave region 30 is different from the shear stiffness ratio (K ₃ / K ₄ ) of the sparse wave region 32 and the dense wave region 34. It is possible to cause relative deformation between the corrugated steel sheet 22 and the corrugated steel sheet 24 by adjusting the length efficiency η.

For example, as shown in FIG. 8, the sparse wave regions 30 and 32 may be formed of flat steel plates. In this case, the length efficiency of the sparse wave regions 30 and 32 is η = 1. Therefore, the shear stiffness K ₂ of the sparse wave region 30 is larger than the shear stiffness K ₁ of the dense wave region 28 (K ₁ <K ₂ ), and the shear stiffness K ₃ of the sparse wave region 32 is the shear stiffness of the dense wave region 34. It becomes larger than K ₄ (K ₃ > K ₄ ). Further, in order to satisfy K ₁ K ₄ ≠ K ₂ K ₃ , relative deformation occurs between the corrugated steel plates 22 and 24 facing each other.

  In the corrugated steel sheet, the shear buckling strength / proof strength of the corrugated steel sheet decreases as the length efficiency η approaches η = 1, that is, as the wave shape approaches the flat plate. Therefore, it is desirable to prevent the shear buckling in the sparse wave regions 30 and 32 by welding a stiffening rib or the like. In this case, since the shear rigidity of the sparse wave regions 30 and 32 is increased by the stiffening ribs or the like, the relative deformation amount between the corrugated steel plates 22 and 24 facing each other is further increased, and the vibration reduction effect is improved. In the present invention, as shown in FIG. 8, a steel plate in which at least a part of the region is processed into a corrugated shape is referred to as a corrugated steel plate.

Moreover, as shown in FIG. 9, you may provide the dense wave area | region 28 and the sparse wave area | region 30 from which the waveform shape differs only in the corrugated steel plate 22 among the corrugated steel plates 22 and 24 which oppose. In this case, assuming that the corrugated steel sheet 24 has two dense wave regions 34 having the same corrugated shape, the shear stiffness ratio (K ₁ / K ₂ ) of the dense wave region 28 and the sparse wave region 30 of the corrugated steel plate 22. Since the shear stiffness ratio (K ₄ / K ₄ ) of the two dense wave regions 34 of the corrugated steel sheet 24 is different, relative deformation occurs between the corrugated steel sheets 22 and 24 facing each other. As described above, by providing a plurality of regions having different corrugated shapes on at least one of the corrugated steel plates 22 or the corrugated steel plates 24, it is possible to cause relative deformation between the corrugated steel plates 22 and 24 facing each other.

  Furthermore, the boundary between the dense wave region 28 and the sparse wave region 30 or the boundary between the sparse wave region 32 and the dense wave region 34 is not limited to the central portion of the frame 20. For example, as shown in FIG. 10A or FIG. 10B, the boundary between the dense wave region 28 and the sparse wave region 30 and the boundary between the sparse wave region 32 and the dense wave region 34 are shifted in the vertical direction to The corrugated steel plates 22 and 24 may be disposed so that the region 28 and the dense wave region 34 partially face each other. In the configuration shown in FIG. 10A, the dense wave region 28 and the dense wave region 34 partially oppose each other in the vicinity of the center of the construction surface of the frame 20. In the configuration shown in FIG. 10B, the dense wave region 34 is reversed left and right at the portion where the dense wave region 28 and the dense wave region 34 face each other, and the dense wave region 34 is superimposed on the dense wave region 28. ing.

  In this case, since the relative deformation amount of the corrugated steel plate 22 and the corrugated steel plate 24 facing each other is the maximum at the boundary between the dense wave region 28 and the sparse wave region 30 or the boundary between the sparse wave region 32 and the dense wave region 34, It is preferable to provide the viscoelastic body 36 at the part. Of course, the viscoelastic body need not be provided on the entire surface.

  Further, as shown in FIG. 11, three corrugated steel plates may be arranged to face each other. In this case, relative deformation occurs between the two corrugated steel plates 22 arranged on the left and right and the corrugated steel plates 24 sandwiched between the two corrugated steel plates 22.

  Next, a modified example of the first embodiment in which the corrugated steel plates 22 and 24 are each provided with three regions will be described.

  As shown in FIG. 12, the corrugated steel sheet 22 has three regions in the vertical direction, and the upper and lower portions are provided with the dense wave regions 52 and 56 having a dense corrugated shape. A flat sparse wave region 54 is provided between the region 56. On the other hand, the corrugated steel sheet 24 opposed to the corrugated steel sheet 22 has three regions in the vertical direction, and plate-like sparse wave regions 58 and 62 are provided in the upper and lower parts. Between the two, a dense wave region 60 having a dense waveform shape is provided. A viscoelastic body 36 is inserted between the corrugated steel plate 22 and the corrugated steel plate 24. The dense wave regions 52, 56 and 60 have the same waveform.

Here, the shear stiffness of the corrugated steel sheet 22, the sparse wave area 54, and the dense wave area 56 is K ₁ , K ₂ , K _3, and the sparse wave area 58, dense wave area 60, sparse of the corrugated steel sheet 24. The shear stiffness of the wave region 62 is K ₄ , K ₅ , K _6, and the shear deformation amounts of the dense wave region 52, the sparse wave region 54, and the dense wave region 56 of the corrugated steel plate 22 are δ 1, δ 2, δ 3, When the shear deformation amounts of the sparse wave region 58, the dense wave region 60, and the sparse wave region 62 of the steel plate 24 are δ4, δ5, and δ6, when δ3 ≠ δ6 or (δ2 + δ3) ≠ (δ5 + δ6) is satisfied, opposing waveforms are obtained. Relative deformation occurs between the steel plates 22 and 24.

In this case, if the dense wave region 52 and the sparse wave region 54 are regarded as one synthesis region, and if the sparse wave region 58 and the dense wave region 60 are regarded as one synthesis region, the condition for δ3 ≠ δ6 is satisfied. As described above, K ₁₂ K ₆ ≠ K ₄₅ K ₃ (Condition 1). K ₁₂ is a combination of shear rigidity K ₁ and K ₂ , and K ₄₅ is a combination of shear rigidity K ₄ and K ₅ .

Similarly, the condition for (δ2 + δ3) ≠ (δ5 + δ6) is that the sparse wave region 54 and the dense wave region 56 are regarded as one synthesis region, and the dense wave region 60 and the sparse wave region 62 are regarded as one synthesis region. In this case, K ₁ K ₅₆ ≠ K ₂₃ K ₄ (condition 2). K ₂₃ is a combination of shear rigidity K ₂ and K ₃ , and K ₅₆ is a combination of shear rigidity K ₅ and K ₆ .

  Therefore, by designing to satisfy the condition 1 or the condition 2, relative deformation occurs between the corrugated steel plates 22 and 24 facing each other. That is, when the corrugated steel sheet 22 has three or more regions having different shear stiffnesses, the shear stiffness ratio between the upper and lower regions calculated by dividing the corrugated steel plate 22 into two regions at any region boundary, and the region boundary Is designed so that the shear rigidity ratio of the upper and lower regions calculated by dividing the corrugated steel sheet 24 into two regions at the same position (height) is different between the corrugated steel plates 22 and 24 facing each other. Deformation can occur.

In this modification, the dense wave regions 52, 56, and 60 have the same shape, so that K ₁ = K ₃ = K ₅ , K ₂ = K ₄ = K ₆ , and K ₁ <K since it is _2, it satisfies the condition 1 and condition 2, the relative deformation between the opposing corrugated steel 22,24 occurs.

Moreover, in this modification, although the three area | regions were each provided in the corrugated steel plates 22 and 24, you may provide not only this but three or more area | regions. Further, the number of regions of the corrugated steel plate 22 and the number of regions of the corrugated steel plate 24 may be different. For example, three regions may be provided in the corrugated steel plate 22 and two regions may be provided in the corrugated steel plate 22. In this case, as described above, the corrugated steel sheet 24 is calculated with the shear rigidity ratio of the upper and lower areas calculated by dividing the corrugated steel sheet 22 into two areas at any area boundary and the same position (height) as the area boundary. By design so that the shear stiffness ratio of the upper and lower regions calculated by dividing the two into two regions is different, relative deformation can be caused between the corrugated steel plates 22 and 24 facing each other.

  Next, a modification of the first embodiment in which the corrugated steel plates 22 and 24 are joined only to the upper and lower beams 16 and 18 will be described. FIG. 13 is a front view showing the corrugated steel shear wall 10.

  As shown in FIG. 13, the corrugated steel plates 22 and 24 (the corrugated steel plate 24 is not shown) are joined only to the upper and lower beams 16 and 18, and between the corrugated steel plates 22 and 24 and the column 12 or the column 14, respectively. Openings 44 and 46 are formed. In this way, the corrugated steel plates 22 and 24 are not constrained to the columns 12 or 14 by joining the corrugated steel plates 22 and 24 only to the upper and lower beams 16 and 18. Therefore, compared to the case where the corrugated steel plates 22 and 24 are joined to the left and right columns 12 and 14, the shear deformation amount of the corrugated steel plates 22 and 24 is increased, and relative deformation occurs in the corrugated steel plates 22 and 24 facing each other. It becomes easy. Therefore, the shear deformation amount of the viscoelastic body 36 is increased, the vibration energy absorption efficiency by the viscoelastic body 36 is improved, and the vibration reduction effect is improved.

  Furthermore, by providing the openings 44 and 46, it is possible to pass the equipment line / pipe or the like without making a through hole in the corrugated steel plates 22 and 24, so that the degree of freedom in designing the corrugated steel earthquake resistant wall 10 is improved. The two openings 44 and 46 are not necessarily provided, and one opening may be provided. Further, when the openings 44 and 46 are provided, the vertical component force due to the shearing force borne by the corrugated steel plates 22 and 24 is concentrated on the upper and lower beams 16 and 18 via the left and right joining frame frames 26. Therefore, it is desirable to apply shear reinforcement to the upper and lower beams 16 and 18.

  In the present embodiment, regions having different shear rigidity are provided by changing the waveform having different shapes, that is, the length efficiency η, but the present invention is not limited thereto. For example, regions having different shear rigidity may be provided in the vertical direction by changing the plate thickness or using steel materials having different shear elastic coefficients. Furthermore, you may provide the area | region which consists of steel materials from which a yield point differs like a normal steel and a low yield point steel in an up-down direction. Specifically, the upper region of the corrugated steel plate 22 is made of low yield point steel, and the lower region is made of ordinary steel. Contrary to the corrugated steel plate 22, the corrugated steel plate 24 is composed of ordinary steel in the upper region and low yield point steel in the lower region. And the corrugated steel plates 22 and 24 are arrange | positioned so that the area | region of a normal steel and the area | region of a low yield point steel may oppose. At this time, in consideration of the shearing force borne by each corrugated steel plate 22, the steel material is selected so that the yield start time in the opposing plain steel region and the yield start time in the low yield point steel region are different. When a shearing force is applied to the corrugated steel plates 22 and 24 configured in this way, the low yield point steel region yields early and undergoes plastic deformation, so that the amount of shear deformation is greater than the opposing plain steel region (elastic deformation). Becomes larger. Therefore, relative deformation occurs between the corrugated steel plates 22 and 24 facing each other, and vibration can be absorbed by the viscoelastic body. The yield start time is the time when the steel sheet yields and moves from the elastic region to the plastic region when a shearing force is applied.

  Next, the corrugated steel shear wall according to the second embodiment of the present invention will be described. FIG. 14A is a schematic diagram of a cross section of a corrugated steel earthquake resistant wall 64. In addition, the thing of the same structure as 1st Embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  In the second embodiment, instead of the configuration shown in FIG. 8, the corrugated steel plates 22 and 24 facing each other are joined by bolts 66 and nuts 68. As shown in FIG. 14A, the peak portion 28B of the dense wave region 28, the sparse wave region 32 facing the ridge portion 28B, and the viscoelastic body inserted between the peak portion 28B and the sparse wave region 32. 36 is formed with bolt holes 70, 72, 74 through which the bolt 66 passes. Then, the bolt 66 passes through the bolt holes 70, 72, 74 and is screwed into the nut 68 from the out-of-plane direction of the corrugated steel plate 22, and the corrugated steel plate 22 and the corrugated steel plate 24 are joined.

  Similarly, bolts 66 are provided in the sparse wave region 30, the peak portion 34A of the dense wave region 34 facing the sparse wave region 30, and the viscoelastic body 36 inserted between the sparse wave region 30 and the peak portion 34A. Bolt holes 70, 72, 74 through which are inserted are formed. Then, the bolt 66 passes through the bolt holes 70, 72, 74 and is screwed into the nut 68 from the out-of-plane direction of the corrugated steel plate 22, and the corrugated steel plate 22 and the corrugated steel plate 24 are joined.

  Moreover, the bolt hole 70 formed in the corrugated steel plate 22 has an elliptical shape extending in the horizontal direction as shown in FIG. Therefore, the bolt 66 can move along the longitudinal direction (arrow A) of the bolt hole 70. That is, the corrugated steel plate 22 and the corrugated steel plate 24 are integrated in the out-of-plane direction by bolts 66 and nuts 68, but are edged in the horizontal direction by the bolt holes 70. The corrugated steel plates 22 and 24 can be displaced in the horizontal direction independently.

  Next, the operation and effect of the corrugated steel shear wall according to the second embodiment of the present invention will be described.

  As shown in FIG. 14A, when an external force (shearing force) is applied to the corrugated steel shear wall 64, each corrugated steel plate 22, 24 absorbs vibration energy while repeating shear deformation. In such a case, the corrugated steel plates 22 and 24 may protrude in the out-of-plane direction (arrow B). However, since the corrugated steel plates 22 and 24 facing each other are integrated in the out-of-plane direction by the bolts 66 and nuts 68, the corrugated steel plates 22 and 24 cooperate to resist deformation in the out-of-plane direction. Therefore, the out-of-plane rigidity (bending rigidity) of the corrugated steel sheets 22 and 24 is increased, and shear buckling in which the corrugated steel sheets 22 and 24 protrude in the out-of-plane direction is prevented.

  On the other hand, the bolt hole 70 formed in the corrugated steel plate 22 has an oval shape extending in the horizontal direction, that is, the corrugated steel plates 22 and 24 are horizontally cut and within the range allowed by the bolt hole 70. Each of the corrugated steel plates 22 and 24 can be independently displaced in the horizontal direction. Therefore, relative deformation occurs between the corrugated steel plates 22 and 24 facing each other, and the viscoelastic body 36 provided between the corrugated steel plate 22 and the corrugated steel plate 24 undergoes shear deformation in the horizontal direction. Accordingly, vibration energy is absorbed by the viscoelastic body 36, and vibration is reduced.

  In this embodiment, the peak portion 28B and the sparse wave region 32 or the sparse wave region 30 and the peak portion 34A are joined by the bolt 66 and the nut 68, but the present invention is not limited to this. For example, as shown in FIG. 14B, a space 76 formed between the peak portion 28 </ b> A of the dense wave region 28 and the sparse wave region 32, or the ridge portion of the sparse wave region 30 and the dense wave region 34. A long nut 80 may be disposed in a space 78 formed between the long nut 80 and the bolts 66 at both ends of the corrugated steel plates 22 and 24 from both sides of the corrugated steel plate. In this way, by connecting the peak portion 28A and the sparse wave region 32 or the sparse wave region 30 and the peak portion 34B with the long nut 80, the ridge portions 28A and 34B or the sparse wave regions 30 and 34 are locally bent. Shear buckling can be prevented.

  Moreover, although only the bolt hole 70 provided in the corrugated steel plate 22 is formed in an oval shape, the bolt hole 72 formed in the corrugated steel plate 24 may be formed in an oval shape extending in the horizontal direction. That is, it is sufficient that at least one of the bolt hole 70 and the bolt hole 72 is formed in an oval shape extending in the horizontal direction. Further, since the corrugated steel plates 22 and 24 have low vertical rigidity and expand and contract like an accordion in the vertical direction, the vertical diameter of the bolt hole 70 or the bolt hole 72 is increased and It is preferable to be displaceable. Furthermore, the position and number of joints by bolts 60 and the like are not limited to those described above, and may be changed as appropriate according to design strength and rigidity.

  In all the embodiments described above, the viscoelastic body 36 may be provided between the corrugated steel plates 22 and 24 facing each other as necessary, and is provided where the opposing corrugated steel plates 22 and 24 have a large relative deformation amount. Is preferred. Further, instead of the plate-like viscoelastic body 36, a viscoelastic body made of a main material and a curing agent may be mixed on site and filled between the corrugated steel plates 22 and 24 facing each other.

  Moreover, although the example at the time of arrange | positioning the corrugated steel plates 22 and 24 on the construction surface of the frame 20 comprised from the pillars 12 and 14 and the beams 16 and 18 was demonstrated, it is not restricted to this, For example, it replaces with the beams 16 and 18 It may be a concrete slab or a small beam. Furthermore, the columns 12 and 14 and the beams 16 and 18 are not limited to reinforced concrete structures, but may be steel reinforced concrete structures, prestressed concrete structures, steel frame structures, or on-site methods, or precast methods. .

  Further, the corrugated steel plates 22 and 24 may be corrugated steel plates having a cross-sectional shape as shown in FIGS. Furthermore, although the corrugated steel plates 22 and 24 are arranged on the frame 20 with the direction of the corrugated crease being horizontal, the present invention is not limited thereto, and the direction of the crease may be arranged on the frame 20 with the vertical direction. Even if it arrange | positions in this way, there is no influence on the deformation | transformation performance peculiar to a corrugated steel shear wall, and the outstanding seismic performance is ensured.

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

It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the corrugated steel shear wall according to the first embodiment of the present invention. It is an enlarged view of the 1-1 sectional view of FIG. 1 which shows the corrugated steel shear wall according to the first embodiment of the present invention. It is explanatory drawing which shows the fragment | piece of the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is explanatory drawing which modeled the corrugated steel plate which comprises the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. 1. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the modification of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. 1. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the modification of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. 1. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the modification of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. (A), (B) is the enlarged view of the 1-1 sectional view taken on the line of FIG. 1, showing a modification of the corrugated steel shear wall according to the first embodiment of the present invention. 1. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the modification of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. 1. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the modification of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention. It is a front view which shows the modification of the corrugated steel shear wall based on the 1st Embodiment of this invention. (A) is an enlarged view of a sectional view taken along line 1-1 of FIG. 1 showing a corrugated steel shear wall according to a second embodiment of the present invention, and (B) is a second embodiment of the present invention. It is an enlarged view of the 1-1 sectional view taken on the line of FIG. It is explanatory drawing which shows the fragment | piece of the corrugated steel earthquake-resistant wall which concerns on the 2nd Embodiment of this invention. It is sectional drawing which shows the cross-sectional shape of the corrugated steel plate which concerns on all the embodiment of this invention.

Explanation of symbols

10 Corrugated steel shear wall 12 Column (peripheral member)
14 pillars (peripheral members)
16 Beam (peripheral member)
18 Beam (peripheral members)
20 frame 22 corrugated steel sheet 24 corrugated steel sheet 28 dense wave region (region)
30 Sparse wave region (region)
32 Sparse wave region (region)
34 Close wave region (region)
36 Viscoelastic body 52 Dense wave region (region)
54 Sparse wave region (region)
56 Close wave region (region)
58 Sparse wave region (region)
60 dense wave region (region)
62 Sparse wave region (region)
64 Corrugated steel shear wall 66 Bolt 68 Nut 70 Bolt hole 72 Bolt hole 80 Long nut (nut)

Claims (6)

A plurality of corrugated steel plates attached to the peripheral members constituting the frame and arranged facing each other;
A viscoelastic body provided between the corrugated steel plates facing each other;
With
At least one of the corrugated steel plates facing has a region in which the shear rigidity is different in the vertical direction, the amount of shear deformation caused by the shearing force acting on at least one of the regions, and the other corrugated steel plate facing the region A corrugated steel shear wall characterized by the amount of shear deformation caused by the acting shear force.   The corrugated steel shear wall according to claim 1, wherein the region and a region adjacent to the region have corrugated shapes.   3. The corrugated steel earthquake resistant wall according to claim 1, wherein the corrugated steel plates facing each other have two regions having different shear stiffnesses, each having a center of the construction surface of the frame as a boundary. A plurality of corrugated steel plates attached to the peripheral members constituting the frame and arranged facing each other;
A viscoelastic body provided between the corrugated steel plates facing each other;
With
At least one of the corrugated steel sheets has a region in which the yield point is different in the vertical direction, the yield start time when yielding is caused by a shearing force acting on at least one of the regions, and the other corrugated steel plate facing the region. A corrugated steel shear wall characterized in that the yield start time of yielding depends on the shearing force.   The corrugated steel earthquake resistant wall according to any one of claims 1 to 4, wherein the corrugated steel plate is attached only to the upper and lower peripheral members. Joining means for joining the corrugated steel plates facing each other, bolt holes formed in the corrugated steel plates, bolts penetrating the bolt holes, nuts into which the bolts are screwed,
With
The corrugated steel earthquake resistant wall according to any one of claims 1 to 5, wherein at least one of the bolt holes through which the bolt penetrates is a long hole that allows displacement of the bolt in a horizontal direction. .

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