JP2009138485A - Corrugated steel plate earthquake-resistant wall - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a corrugated steel plate earthquake-resistant wall, preventing shearing buckling of a corrugated steel plate in simple constitution. <P>SOLUTION: A plurality of corrugated steel plates are fitted opposite to a peripheral member constituting a frame. At least either the crest parts of the opposite corrugated steel plates or the valley parts, or the crest part and the valley part are joined to each other by a joining means. When the opposite corrugated steel plates are not joined, the shearing buckling yield strength of the corrugated steel plate earthquake-resistant wall is determined by flexural rigidity of each corrugated plate. The opposite corrugated steel plates are joined and united in a body to thereby increase the geometrical moment of inertia, so that the flexural rigidity (rigidity to bending in the out-of-plane direction) of the corrugated steel plate earthquake-resistant wall can be secured. Accordingly, the shearing buckling yield strength is improved to restrain shearing buckling. <P>COPYRIGHT: (C)2009,JPO&amp;INPIT

Description

  The present invention relates to a corrugated steel earthquake resistant wall constructed by attaching corrugated steel plates facing peripheral members constituting a frame.

  As a seismic wall, as shown in Patent Document 1, a corrugated steel shear wall is proposed in which a corrugated steel sheet obtained by processing a steel sheet into a corrugated shape is disposed on the construction surface of the frame with the corrugated crease direction oriented horizontally. 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, since the corrugated steel shear wall excellent in earthquake resistance as described above can reduce the plate thickness, its installation width can be suppressed smaller than that of a general reinforced concrete earthquake resistant wall. Furthermore, since the steel plate can be processed into a corrugated shape by using a general press machine by keeping the plate thickness thin, the overall economy is improved. However, when the plate thickness is reduced, it is desirable to take measures to prevent shear buckling.

  As a means for preventing shear buckling, it is conceivable to weld a plurality of stiffening ribs 104 to the corrugated steel plate 102 constituting the corrugated steel shear wall 100 as shown in FIG. However, this welding operation requires skill, and further, the corrugated steel plate 102 may be distorted by welding heat, and the dimensional error of the corrugated steel earthquake resistant wall 100 may increase.

  In addition, when multiple corrugated steel sheets are placed on the same surface, the strength of the corrugated steel sheet per sheet is reduced, so the corrugated steel sheet thickness can be further reduced. It is necessary to weld the stiffening ribs for use, and the number of the stiffening ribs to be welded to the corrugated steel sheet increases as the plate thickness decreases.

  On the other hand, as shown in FIG. 13, Patent Document 2 discloses a honeycomb deck plate 106 that has been proposed to cope with a long span. The honeycomb type deck plate 106 is obtained by stacking two deck plates 108 and 110 symmetrically in a vertical direction, and welding and integrating the contacting portions 112. However, since a hollow portion 118 having a hexagonal cross section (honeycomb shape) is formed between the convex portion 114 of the deck plate 108 and the convex portion 116 of the deck plate 110, a force (horizontal) is generated in the longitudinal direction of the hollow portion 118. When the force F) is applied, the cavity 118 protrudes outward (in the out-of-plane direction), and the protrusion 114 and the protrusion 116 may be sheared.

Further, Patent Document 3 proposes a deck plate in which two small-wave steel plates and large-wave steel plates each having a corrugated shape different from each other are vertically stacked. However, similarly to Patent Document 2, this deck plate also has a large cavity formed between the large wave steel plate and the small wave steel plate, and when a force (horizontal force) acts in the longitudinal direction of the cavity, May protrude outward (out-of-plane direction), and the convex portion of the small wave steel plate and the convex portion of the large wave steel plate may be shear buckled.
JP 2005-264713 A Japanese Patent Laid-Open No. 11-117441 JP-A-5-106292

  An object of the present invention is to provide a corrugated steel shear wall that can prevent shear buckling of the corrugated steel sheet with a simple configuration in consideration of the above facts.

  According to the first aspect of the present invention, when a plurality of corrugated steel plates are attached to the peripheral members constituting the frame, and the corrugated steel plates facing each other are viewed from the front, the convex portion on the front side is a peak and the concave portion is on the rear side. In the corrugated steel shear wall configured as a trough, at least one of the crests and the troughs of the corrugated steel plates facing each other, or the crest and the trough are joined by a joining means. Yes.

  According to said structure, a some corrugated steel plate is attached facing the peripheral member which comprises a frame. Then, at least one of the crests and troughs of the corrugated steel plates facing each other, or the crests and troughs are joined by a joining means. Here, when the corrugated steel plates facing each other are not joined, the shear buckling strength of the corrugated steel shear wall is determined by the bending rigidity of each corrugated steel plate. Since the secondary moment increases, the bending rigidity of the corrugated steel shear wall can be secured. Therefore, the shear buckling strength is improved and shear buckling is suppressed. In addition, it is not necessary to apply special reinforcement to the corrugated steel sheet, such as increasing the plate thickness or forming stiffening ribs, so that workability is improved, and by increasing or decreasing the number of corrugated steel sheets to be joined, Design rigidity and strength can be obtained, and the degree of freedom in design is improved.

  The invention according to claim 2 is the corrugated steel earthquake resistant wall according to claim 1, wherein the peak portion of one of the corrugated steel sheets has the peak portion of the other corrugated steel sheet different in size from the peak portion. And abutting the trough of one of the corrugated steel sheets with the trough of the other corrugated steel sheet having a different size from the trough, and at least one of the peak portions and the trough portions It joined by the said joining means, It is characterized by the above-mentioned.

  According to said structure, in the corrugated steel plate which opposes, peak parts from which a magnitude | size differs and trough parts from which a magnitude | size differ are faced | matched, and at least one of peak parts and trough parts are joined by the joining means. Thus, the installation width | variety of a corrugated steel plate earthquake-resistant wall can be restrained to the same installation width as the case where one corrugated steel plate is attached by abutting facing peak parts and trough parts. Moreover, since the magnitude | sizes of the peak parts and trough parts which oppose differ, the processing error of a corrugated steel plate can be absorbed, and the productivity of a corrugated steel plate improves.

  According to the invention described in claim 3, in the corrugated steel shear wall according to claim 1, the corrugated portion of one corrugated steel plate is abutted with the peak portion of the other corrugated steel plate by the joining means. A long nut disposed in a space formed between the crest portion of one of the corrugated steel plates and the trough portion of the other corrugated steel plate facing the crest portion. And the crest and the trough are connected.

  According to said structure, the peak part of the other corrugated steel plate is faced | matched to the trough part of one corrugated steel plate, and it joins by a joining means. When corrugated steel plates are thus brought into contact with each other, a space is formed between a peak portion of one corrugated steel plate and a valley portion of the other corrugated steel plate. By arranging a long nut in this space and screwing a bolt from the out-of-plane direction, the peak and the valley are connected and integrated. For this reason, since the bending rigidity of a corrugated steel shear wall improves and the protrusion to an out-of-plane direction is suppressed, shear buckling can be suppressed.

  According to a fourth aspect of the present invention, in the corrugated steel earthquake proof wall according to any one of the first to third aspects, the joining means is welding or a rivet.

  According to said structure, corrugated steel plates can be joined by simple means.

  According to the invention described in claim 5, in the corrugated steel earthquake resistant wall according to any one of claims 1-4, the corrugated steel sheet is a deck plate.

  According to said structure, economical efficiency improves by using the standardized deck plate as a corrugated steel plate.

  Since this invention was set as said structure, it can prevent the shear buckling of a corrugated steel plate with a simple structure, and can improve the seismic performance of a corrugated steel earthquake resistant wall.

  The corrugated steel shear wall according to the first embodiment of the present invention will be described below with reference to the drawings.

  First, as shown in FIGS. 1 and 2, two corrugated steel plates 20 are formed by corrugating steel plates on the surface of a frame 18 surrounded by reinforced concrete columns 10 and 12 and reinforced concrete beams 14 and 16. , 22 are opposed to each other with the direction of the crease being in the horizontal direction, and the corrugated steel plates 20 and 22 constitute corrugated steel earthquake resistant walls 24. The joining frame frame 26 is welded to the outer peripheral portions of the corrugated steel plates 20 and 22, and the corrugated steel plates 20 and 22 are connected to the columns 10 and 12 and the beams 14 and 16 via the joining frame frame 26 by a joining method described later. It is joined.

  The corrugated steel plate 20 has a waveform in which crests 28 and troughs 30 are alternately continued, and the corrugated steel plate 22 has a waveform in which crests 32 and troughs 34 are alternately continued. Then, the peak 28A of the peak 28 and the peak 32A of the peak 32 are abutted, the valley 30A of the valley 30 is opposed to the valley 34A of the valley 34, and the center of the peak 28A or the valley 34A is centered. , The summit 28A and the summit 32A, and the valley bottom 30A and the valley bottom 34A are welded. In addition, the black circle in FIG. 2 has shown the welding place, and it joins by the quenching plug welding used for joining common deck plates etc.

  Here, the corrugated steel plate 20 and the corrugated steel plate 22 have the same shape, that is, in FIG. 2, when the corrugated steel plate 22 is reversed left and right with the vertical direction as an axis and is superimposed on the corrugated steel plate 20, The shapes of the portion 28 and the valley portion 34, and the valley portion 30 and the mountain portion 32 are the same. On the other hand, when it sees about each corrugated steel plate 20 and 22, the peak part 28 and the trough part 30, and the peak part 32 and the trough part 34 are made into the respectively different magnitude | size. Specifically, the vertical length of the peak 28A is longer than the valley bottom 30A, and the vertical length of the valley bottom 34A is longer than the peak 32A. For this reason, when the mountain part 28, the mountain part 32, the valley part 30, and the valley part 34 are fitted together, spaces 36 and 38 are formed between the mountain part 28 and the mountain part 32 and between the valley part 30 and the valley part 34. Each is formed.

  In addition, when the corrugated steel shear wall 24 is viewed from the front (arrow A), the convex portions on the front side are the peak portions 28 and 32, and the concave portions on the rear side are the valley portions 30 and 34. The crests and troughs of each corrugated steel plate 20 and 22 are switched depending on how the corrugated steel seismic wall 24 is caught, that is, which one of the front and back surfaces of the corrugated steel seismic wall 24 is the front surface. However, the above premise is set for convenience in order to specify the joining location of the corrugated steel plates 20 and 22. Therefore, when the way of capturing the front is changed, the corrugated steel plates 20 and 22 may be interpreted by appropriately replacing the crests and troughs. Hereinafter, in all the embodiments, when the corrugated steel shear wall 24 is viewed from the front (arrow A), the convex portion on the front side is a peak and the concave portion on the rear side is a valley.

  In FIG. 3, as a modified example of the corrugated steel earthquake proof wall according to the first embodiment, a corrugated steel earthquake proof wall 44 configured by arranging four corrugated steel plates 20, 22, 40, 42 on the frame 18 is shown. . The corrugated steel seismic wall 44 is composed of the integrally joined corrugated steel plates 20 and 22 shown in FIG. 2 and the corrugated steel plates 40 and 42 integrally joined in the same manner as the corrugated steel plates 20 and 22. Are arranged opposite to each other. And the corrugated steel plates 20, 22, 40, and 42 are integrally joined by butting the crest 28 of the corrugated steel plate 20 and the trough 46 of the corrugated steel plate 40 and welding the crest 28A and the trough bottom 46A. ing. The corrugated steel plates 40 and 42 have the same shape as the corrugated steel plates 20 and 22.

  4 (A) and 4 (B) are modified examples of the corrugated steel shear wall according to the first embodiment in which the joining locations of the corrugated steel plates 20 and the corrugated steel plates 22 arranged in opposition are shifted in the vertical direction. . In the configuration shown in FIG. 2, the peak portion 28 and the peak portion 32 and the valley portion 30 and the valley portion 34 are joined at the central portion of the peak portion 28 </ b> A of the peak portion 28 or the valley portion 34 </ b> A of the valley portion 34. In the configuration shown in A), the crest 28 and the crest 32 are joined at the bottom of the crest 28A, and the trough 30 and the trough 34 are joined at the top of the trough 34A, thereby ensuring a wide space 36. . In addition, the joining position of the mountain part 28 and the mountain part 32, and the valley part 30 and the valley part 34 may be further shifted in the vertical direction to eliminate the space 38 and expand the space 36.

  FIG. 4B shows an example in which a long nut 48 is arranged in the space 36. Bolts 50 are screwed into the long nuts 48 from the out-of-plane direction of the corrugated steel sheet 20 through the through holes formed in the peak 28A, and the bolts 50 are passed through the through-holes formed in the valley bottom 34A from the out-of-plane direction of the corrugated steel sheet 22. The peak portion 28 and the valley portion 34 are integrally connected by being screwed. The long nut 48 is fixed to the valley bottom 34A of the corrugated steel plate 22 by welding or the like before the corrugated steel plate 20 and the corrugated steel plate 22 are joined.

  In the above embodiment, in the joining of the corrugated steel plate 20 and the corrugated steel plate 22, the crests 28A, 32A of the crests 28A, 32A and the troughs 30, 34A are welded to each other, but the invention is not limited thereto. Instead of welding, for example, rivets, bolts, nuts and the like may be joined. Moreover, it is not necessary to join the peak portions 28 and 32 and the valley portions 30 and 34, and may be appropriately selected and bonded according to the design strength of the corrugated steel shear wall 24. Similarly, the long nuts 48 need not be arranged in all the spaces 36, and may be appropriately selected to connect the peak portions 28 and the valley portions 34.

  Further, in the present embodiment, the corrugated steel plates 20 and 22 processed into the corrugated shape of the same shape are arranged on the structural surface of the frame 18, but the present invention is not limited to this, and as shown in FIG. Two corrugated steel plates 52 and 54 may be disposed opposite the construction surface of the frame 18. Comparing the corrugated shapes of the corrugated steel plates 52 and 54, the peak 56A (h) of the peak 56, the valley bottom 62A (i) of the valley 62, the peak 60A (j) of the peak 60, and the valley 58A (k) of the valley 58 ) In the order of the vertical length. Thus, even if it is a waveform of a different shape, if the peak 56A and the peak 60A and the valley bottom 58A and the valley bottom 62A can be faced together, the corrugated steel plates 52 and 54 can be joined. In addition, spaces 64 and 66 are formed between the mountain portion 56 and the mountain portion 60 and between the valley portion 58 and the valley portion 62. As shown in FIG. The bolt 50 that penetrates the peak 56A from the out-of-plane direction of the corrugated steel plate 52 is screwed and tightened, and the bolt 50 that penetrates the valley bottom 62A from the out-of-plane direction of the corrugated steel plate 54 is screwed and tightened. The part 62 may be integrally connected.

  Next, an example of a method for joining the corrugated steel plates 20 and 22 and the frame 18 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. 6, a stud 68 as a horizontal force transmission element is attached to the joining frame 26 by welding or the like. Then, when the frame 18 is constructed, the corrugated steel plates 20 and 22 and the frame 18 are integrally joined by embedding the studs 68 inside the columns 10 and 12 and the beams 14 and 16. For this reason, a horizontal force (earthquake force) acting on the corrugated steel plates 20 and 22 is transmitted to the frame 18 via the stud 68.

  In the present embodiment, a stud 68 is attached to the joining frame 26 and the stud 68 is embedded in the left and right columns 10 and 12 and the upper and lower beams 14 and 16 and joined. It is sufficient that the horizontal force acting on the steel plates 20 and 22 can be transmitted to the frame 18. For example, a joining plate having a horizontal force transmission element such as a stud 68 embedded in the inner peripheral portions of the columns 10 and 12 and the beams 14 and 16, and a joining frame frame attached to the joining plate and the corrugated steel plates 20 and 22. 26 may be joined by bolts or welding. Further, a joint member such as a nut capable of transmitting a horizontal force to the columns 10 and 12 and the beams 14 and 16 is embedded in the inner peripheral portions of the columns 10 and 12 and the beams 14 and 16, and the corrugated steel plates 20 and 22 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. Furthermore, the corrugated steel plates 20 and 22 do not necessarily have to be joined to all of the columns 10 and 12 and the beams 14 and 16, and may be joined to the columns 10 and 12 or the beams 14 and 16 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.

  By disposing the two corrugated steel plates 20 and 22 on the surface of the frame 18, the proof stress borne by the corrugated steel plate per sheet is reduced, so that the corrugated steel plates 20 and 22 can be kept thin. . In this way, if the thickness of the corrugated steel sheet is kept thin, the corrugated steel sheet can be easily processed, and each corrugated steel sheet can be made lighter, making it easy to transport the corrugated steel sheet and install it on site. Economically preferable. Furthermore, if the plate thickness is thin, a standardized general-purpose product such as a roof deck can be used, and the economic efficiency is further improved.

  On the other hand, even if the corrugated steel plates 20 and 22 are thinned, shear buckling can be effectively suppressed by joining the crest 28 and crest 32 or the trough 30 and trough 34. . That is, as shown in FIGS. 7A and 7B, when a horizontal force (arrow B) acts on the corrugated steel plates 20 and 22 due to an earthquake or the like, the corrugated steel plates 20 and 22 are deformed (shear deformation). Shear force is transmitted to the frame 18. In such a case, the corrugated steel plates 20 and 22 may protrude in the out-of-plane direction (arrow C) and may be sheared buckled (elastically buckled). Since the second moment of section of the corrugated steel shear wall 24 is remarkably increased, the rigidity against the out-of-plane deformation (bending rigidity), that is, the buckling strength against the elastic whole buckling (elastic whole seat). (Bending strength) is improved and shear buckling is suppressed.

ここで、τ^ｅ _{ｃｒ，ａｌｌ}：弾性全体座屈強度、ｒ：波形鋼板の波形形状端部の回転拘束による係数、Ｄ_ｘ：＝η×Ｅ_０×ｔ^３／１２、η：長さ効率（η＝（ａ＋ｃ）／（ａ＋ｂ））、ａ：折り目長さ、ｂ：折り目長さ、ｃ：折り目の投影長さ、ｔ：板厚、Ｅ_０：鋼板のヤング係数、Ｄ_ｙ：＝Ｅ_０×Ｉ_Ｘ、Ｉ_Ｘ：Ｘ軸回り（図８（Ｂ）のＸ軸方向回り）の断面２次モーメント、ｈｉ：図１２に示す補剛リブ１０４等を取り付けた場合の取り付け間隔である。なお、Ｘ軸は、波形鋼板７０の折り筋と直交する方向の軸であり、Ｙ軸は、波形鋼板７０の折り筋と平行な方向の軸である。このように、Ｄ_ｙ（＝Ｅ_０×Ｉ_Ｘ）が断面２次モーメントＩ_Ｘに比例するため、波形鋼板７０の断片７０Ａの断面２次モーメントＩ_Ｘを大きくすると、弾性全体座屈強度τ^ｅ _{ｃｒ，ａｌｌ}が大きくなることがわかる。 The relationship between the elastic total buckling strength and the cross-sectional secondary moment will be described with reference to an example of a piece 70A of a single corrugated steel sheet 70 shown in FIGS. 8A and 8B. Is given by equation (1).

_Here, τ ^e _{cr, all:} Elastic overall buckling strength, r: coefficient by the rotation restraint of the waveform-shaped end of the corrugated _{steel, D x: = η × E} 0 × t 3/12, η: Length efficiency ( η = (a + c) / (a + b)), a: crease length, b: crease length, c: crease projection length, t: plate thickness, E ₀ : Young's modulus of steel sheet, D _y : = E ₀ × I _X , I _X : Cross section secondary moment around the X axis (around the X axis direction in FIG. 8B), hi: Mounting interval when the stiffening rib 104 shown in FIG. The X axis is an axis in a direction perpendicular to the fold line of the corrugated steel sheet 70, and the Y axis is an axis in a direction parallel to the fold line of the corrugated steel sheet 70. _Thus, D for _{y (= E 0 × I X} ) is proportional to the second moment _{I X,} by increasing the second moment _{I X} pieces 70A of corrugated steel 70, the overall buckling elastic tau ^e It turns out that _{cr and all} become large.

Looking at the corrugated steel shear wall 24, the crests 28 and 32 and the troughs 30 and 34 of the corrugated steel plates 20 and 22 are joined together, and the crest 28 and the trough 34 are connected by a long nut 48. , The moment of inertia of the cross section increases dramatically. Accordingly, the elastic overall buckling strength τ ^e _{cr, all} is improved, and the shear buckling strength of the corrugated steel shear wall 24 is proportional to the elastic total buckling strength τ ^e _{cr, all} , so that the shear buckling strength is increased. Will improve. Therefore, shear buckling of the corrugated steel shear wall 24 is suppressed.

  In addition, by fitting the peak portion 28 and the peak portion 32, and the valley portion 30 and the valley portion 34, the thickness of the corrugated steel seismic wall 24 can be minimized, and the installation width to the frame 18 can be reduced to 1 It can be kept as small as the installation width of the corrugated steel sheets. Furthermore, since the sizes of the crests 28 and 32 and the troughs 30 and 34 are different, the processing errors of the corrugated steel sheets 20 and 22 can be absorbed, so the productivity of the corrugated steel sheets 20 and 22 is improved.

  As a means for preventing shear buckling, a method in which a plurality of corrugated steel sheets having the same size in the crest and trough are overlapped and integrally joined by bolt joining is also conceivable. However, if the corrugated steel sheet has a processing error, it may not be possible to fit the opposing ridges and valleys together. Further, in order to obtain a predetermined joint strength only by bolt joining, a large number of bolts are required, so the number of bolt holes increases, leading to a decrease in shear rigidity and yield strength. In this respect, the present embodiment uses welding or rivet joining as a basis and uses bolt joining only where necessary, so that a reduction in shear rigidity and proof stress can be minimized.

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

  As shown in FIGS. 9 and 10, two corrugated steel plates 72 and 74 obtained by processing the steel plates into corrugated surfaces are opposed to each other with the crease direction in the horizontal direction on the surface of the frame 18. Is configured. The joining frame frame 26 is welded to the outer peripheral portions of the corrugated steel plates 72 and 74, and the corrugated steel plates 72 and 74 are joined to the columns 10 and 12 and the beams 14 and 16 constituting the frame 18 through the joining frame frame 26. Has been. The corrugated steel plate 72 has a waveform in which crests 78 and troughs 80 are alternately continued, and the corrugated steel plate 74 has a waveform in which crests 82 and troughs 84 are alternately continued. In addition, the corrugated steel plate 72 and the corrugated steel plate 74 are processed to have the same shape, that is, when the corrugated steel plate 74 is reversed left and right with the vertical direction as an axis, 78 and the valley part 84, and the shape of the valley part 80 and the mountain part 82 correspond, respectively. On the other hand, when the corrugated steel plates 72 and 74 are viewed, the peak portion 78 and the valley portion 80, and the peak portion 82 and the valley portion 84 are made to have different sizes. It is longer than the valley bottom 80A, and the vertical length of the valley bottom 84A is longer than the peak 82A.

  The corrugated steel plates 72 and 74 are welded and joined to each other with the valley bottom 80A and the peak 82A facing each other, and a long nut 48 is disposed in a space 86 formed between the peak 78A and the valley bottom 84A. The bolt 50 is screwed into the long nut 48 through the through hole formed in the peak 78A from the out-of-plane direction of the corrugated steel plate 72, and the bolt 50 is passed through the through-hole formed in the valley bottom 84A from the out-of-plane direction of the corrugated steel plate 74. The crest 78 and the trough 84 are integrally connected by being screwed. The long nut 48 is fixed to the valley bottom 84A of the corrugated steel plate 74 by welding or the like before the corrugated steel plate 72 and the corrugated steel plate 74 are joined. As in the first embodiment, when the corrugated steel shear wall 76 is viewed from the front (arrow A), the convex portions on the front side are ridge portions 78 and 82, and the concave portions on the rear side are trough portions 80 and 82. 84.

  In this embodiment, the valley bottom 80A and the peak 82A are joined by welding. However, the present invention is not limited to this, and may be joined by, for example, rivets, bolts, nuts, or the like instead of welding. Moreover, it is not necessary to join all the valley bottoms 80 </ b> A and the summits 82 </ b> A, and they may be appropriately selected and joined according to the design strength of the corrugated steel shear wall 76. Similarly, the long nut 48 may be appropriately selected and disposed in the space 86 to connect the peak portion 78 and the valley portion 84. Further, in the present embodiment, the corrugated steel plates 72 and 74 processed into the corrugated shape of the same shape are arranged to face each other to form the corrugated steel earthquake resistant wall 76. The design may be changed as appropriate within a range.

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

  Similar to the first embodiment, by arranging the two corrugated steel plates 72 and 74 on the surface of the frame 18, the proof stress borne by the corrugated steel plates per sheet is reduced. The plate thickness can be kept thin. Further, the valley bottom 80A and the peak 82A are brought into contact with each other, and the peak portion 78 and the valley portion 84 are connected by the long nut 48 to integrate the two corrugated steel plates 72 and 74, whereby the first Similar to the embodiment, the cross-sectional secondary moment of the corrugated steel shear wall 76 increases dramatically. Therefore, shear buckling can be suppressed.

  In all the embodiments described above, examples have been described in which various corrugated steel plates 20, 22, 72, 74, etc. are arranged on the surface of the frame 18 composed of the columns 10, 12 and the beams 14, 16. For example, a concrete slab or a small beam may be used instead of the beams 14 and 16. Furthermore, it is not limited to a reinforced concrete structure, but may be a steel-framed reinforced concrete structure, a prestressed concrete structure, or a spot casting method or a precast method.

  Moreover, the various corrugated steel sheets 20, 22, 72, 74, etc. may use corrugated steel sheets having a cross-sectional shape as shown in FIGS. 11A to 11D, and are defined in JIS G 3352: 2003. A deck plate or the like to be used may be used. Further, the various corrugated steel plates 20, 22, 72, 74, etc. are arranged on the frame 18 so that the direction of the crease is horizontal, but not limited to this, so that the direction of the crease is vertical. It may be arranged on the frame 18. Even if it arrange | positions in this way, there will be no influence on the deformation performance peculiar to a corrugated steel plate, and the outstanding seismic performance will be ensured.

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

It is a front view which shows the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the corrugated steel shear wall according to the first embodiment of the present invention. 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 line cross section of FIG. 1 which shows the modification of the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. (A), (B) is the enlarged view of the 1-1 line cross section of FIG. 1 which shows the modification of the corrugated steel earthquake-resistant wall which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the attachment structure of the corrugated steel earthquake proof wall which shows the fragment | piece of a corrugated steel earthquake proof wall and which concerns on all embodiment of this invention. (A) is a top view of the corrugated steel earthquake proof wall which concerns on the 1st Embodiment of this invention, (B) is a perspective view which shows the 7-7 line cross section of (A). (A) is a perspective view which shows the fragment | piece of one corrugated steel plate, (B) is sectional drawing which shows the cross-sectional shape of a corrugated steel plate. It is a top view which shows the corrugated steel earthquake-resistant wall which concerns on the 2nd Embodiment of this invention. FIG. 10 is a cross-sectional view taken along line 9-9 of FIG. 9 showing a corrugated steel shear wall according to the second embodiment of the present 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. It is a front view which shows the conventional corrugated steel shear wall. It is a perspective view which shows a prior art.

Explanation of symbols

10 pillars (peripheral members)
12 pillars (peripheral members)
14 Beam (peripheral members)
16 Beam (peripheral member)
18 frame 20 corrugated steel plate 22 corrugated steel plate 24 corrugated steel plate earthquake resistant wall 28 crest 30 trough portion 32 crest portion 34 trough portion 40 corrugated steel plate seismic wall 48 long nut 50 bolt 52 corrugated steel plate 54 corrugated steel plate 56 crest portion 58 trough portion 60 crest portion 62 Valley part 72 Corrugated steel sheet 74 Corrugated steel sheet 76 Corrugated steel sheet earthquake resistant wall 78 Mountain part 80 Valley part 82 Mountain part 84 Valley part 86 Space

Claims (5)

A plurality of corrugated steel plates are attached to the peripheral members constituting the frame, and when facing the corrugated steel plates facing each other, when viewed from the front, the corrugated steel plate is configured with a convex portion on the front side and a concave portion on the rear side as a trough On the wall,
A corrugated steel earthquake resistant wall characterized in that at least one of the crests and the troughs of the corrugated steel plates facing each other, or the crests and the troughs are joined by a joining means.   The crest of one of the corrugated steel plates is abutted with the crest of the other corrugated steel plate having a size different from that of the crest, and the trough of one of the corrugated steel plates is larger than the trough. The corrugated steel shear wall according to claim 1, wherein the corrugated steel plates of the other corrugated steel plates having different thicknesses are butted and at least one of the peak portions and the trough portions are joined by the joining means. .   The crests of one of the corrugated steel sheets are butted against the crests of the other corrugated steel sheet by the joining means, and the crests of one of the corrugated steel sheets are opposed to the crests. The peak portion and the valley portion are connected to each other by screwing a bolt from an out-of-plane direction to a long nut disposed in a space formed between the valley portions of the corrugated steel sheet. Corrugated steel shear wall as described.   The corrugated steel earthquake resistant wall according to any one of claims 1 to 3, wherein the joining means is welding or rivets.   The corrugated steel earthquake-resistant wall according to any one of claims 1 to 4, wherein the corrugated steel plate is a deck plate.

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