JP5601882B2 - Steel seismic wall and building with the same - Google Patents

Description

  The present invention relates to a steel earthquake resistant wall and a building including the same.

  As a seismic wall of a building, a steel seismic wall using a flat flat steel plate is known (for example, Patent Document 1). This steel shear wall resists external forces such as earthquakes while shearing. Therefore, a steel earthquake-resistant wall is usually provided with stiffening ribs that suppress shear buckling due to shear deformation. Examples of the stiffening rib include a vertical rib extending in the vertical direction of the flat steel plate and a horizontal rib extending in the width direction of the flat steel plate.

  For example, FIG. 9 and FIG. 10 show a steel earthquake resistant wall 300 using a flat steel plate 302. The steel earthquake resistant wall 300 includes a flat steel plate 302 and a frame 304 provided on the outer periphery of the flat steel plate 302, and is attached to a frame 310 including a column 306 and a beam 308. The flat steel plate 302 is provided with vertical ribs 312 extending in the vertical direction and horizontal ribs 314 extending in the width direction of the flat steel plate 302. These vertical ribs 312 and horizontal ribs 314 suppress the shear buckling that the flat steel plate 302 protrudes in the out-of-plane direction (the direction of arrow D in FIG. 10).

  However, it takes time to attach the vertical rib 312 and the horizontal rib 314. In particular, in buildings with high floors such as offices, commercial facilities, and distribution warehouses, the buckling length of flat steel plates increases as the height of the steel shear walls increases, and the steel shear walls sit. It becomes easy to bend. Therefore, as the required plate thickness and the required quantity of the stiffening ribs increase, the mounting work of the stiffening ribs becomes complicated and the material cost may increase.

JP 2005-264713 A

  An object of the present invention is to reduce the necessary thickness and quantity of stiffening ribs while suppressing shear buckling in consideration of the above facts.

A steel earthquake-resistant wall according to claim 1 has a first wall portion and a second wall portion that are adjacent in the vertical direction, and includes a column and an upper and lower horizontal member provided between the columns. A wall body attached to the frame in the out- of-plane direction, the first wall portion is formed of a corrugated steel plate, and the second wall portion is a corrugated steel plate having a wavelength smaller than that of the first wall portion. It is configured.

  According to the invention which concerns on Claim 1, a 1st wall part is comprised with the corrugated steel plate, and the 2nd wall part is comprised with the corrugated steel plate whose wavelength is smaller than a 1st wall part. Here, the mechanical properties of the corrugated steel sheet approach the flat steel sheet as the wavelength increases, and the out-of-plane rigidity decreases. That is, the corrugated steel sheet having a smaller wavelength has a larger out-of-plane rigidity than the corrugated steel sheet having a larger wavelength. Therefore, for example, the central part of the upper and lower horizontal members in the wall body where shear buckling is likely to occur is constituted by the second wall part, and the other part is constituted by the first wall part. Shear buckling strength can be improved efficiently. Therefore, the required plate thickness and required quantity of the stiffening rib can be reduced. Thereby, the labor of attaching the stiffening rib can be reduced, and the material cost can be reduced.

The steel earthquake-resistant wall according to claim 2 has a first wall portion and a second wall portion that are adjacent in the vertical direction, and is provided with an opposing column and an upper and lower horizontal member provided between the columns. The wall is attached to the frame in the out- of-plane direction. The first wall is made of a flat steel plate, and the second wall is made of a corrugated steel plate.

  According to the invention which concerns on Claim 2, the 1st wall part is comprised with the flat steel plate, and the 2nd wall part is comprised with the corrugated steel plate. Here, the corrugated steel sheet has a larger secondary moment of inertia around the neutral axis than the flat steel sheet, and the out-of-plane rigidity is greater than that of the flat steel sheet. Therefore, for example, the central portion of the upper and lower horizontal members in the wall body in which the peripheral column and the horizontal member have a small restraining force and shear buckling is likely to occur is constituted by the second wall portion, and the other portions are the first wall portion. By comprising, the shear buckling proof strength of the whole steel earthquake-resistant wall can be improved efficiently. Therefore, the required plate thickness and required quantity of the stiffening rib can be reduced. Thereby, the labor of attaching the stiffening rib can be reduced, and the material cost can be reduced.

  The steel earthquake-resistant wall according to claim 3 is the steel earthquake-resistant wall according to claim 1 or 2, wherein the first wall portion is provided above and below the second wall portion, Each is joined to a horizontal member.

  According to the invention which concerns on Claim 3, the 1st wall part is provided in the upper and lower sides of the 2nd wall part, and is joined to the upper and lower horizontal members, respectively. That is, the second wall portion is provided between the first wall portions. Here, the second wall portion between the upper and lower first wall portions is more likely to cause shear buckling than the first wall portion restrained by the upper and lower horizontal members. Therefore, by constituting the second wall portion with the corrugated steel plate, the shear buckling strength of the entire steel earthquake resistant wall can be efficiently improved.

  The steel earthquake-resistant wall according to claim 4 is the steel earthquake-resistant wall according to any one of claims 1 to 3, wherein the first wall portion and the second wall portion are the first and second wall portions. They are connected by a lateral rib provided between the first wall and the second wall.

  According to the invention which concerns on Claim 4, an out-of-plane rigidity is provided to the edge part of a 1st wall part, and the edge part of a 2nd wall part by the horizontal rib which connects a 1st wall part and a 2nd wall part. . Therefore, shear buckling of the connecting portion between the first wall portion and the second wall portion can be suppressed.

  The steel earthquake-resistant wall described in claim 5 is the steel earthquake-resistant wall according to any one of claims 1 to 4, wherein the second wall portion is a central portion between the upper and lower horizontal members. Is arranged.

  According to the invention which concerns on Claim 5, by arrange | positioning the 2nd wall part comprised with the corrugated steel plate in the center part between an upper and lower horizontal member, the shear buckling strength of the whole steel earthquake-resistant wall is improved efficiently. can do. This is because the central portion between the upper and lower horizontal members in the wall body is more likely to be buckled by shear than the outer peripheral portion of the steel earthquake-resistant wall restrained by the frame.

  The building described in claim 6 is a frame having opposing columns and upper and lower horizontal members installed between the columns, and attached to the frame. Steel seismic walls.

  According to the invention which concerns on Claim 6, by providing the steel earthquake-resistant wall of any one of Claims 1-5, the manufacturing cost of a steel earthquake-resistant wall is reduced, ensuring earthquake resistance performance. can do.

  Since this invention set it as said structure, it can reduce the required plate | board thickness and required quantity of a stiffening rib, suppressing shear buckling.

It is an elevation view which shows the steel earthquake-resistant wall which concerns on 1st Embodiment of this invention. FIG. 2 is an enlarged sectional view taken along line 2-2 of FIG. It is an elevational view showing a shear buckling state of a conventional steel shear wall. It is an elevation view which shows the steel earthquake-resistant wall which concerns on 2nd Embodiment of this invention. FIG. 5 is an enlarged sectional view taken along line 5-5 of FIG. It is an elevational view showing a modification of the steel earthquake resistant wall according to the first and second embodiments of the present invention. It is an elevational view showing a modification of the steel earthquake resistant wall according to the first and second embodiments of the present invention. It is sectional drawing which shows the deformation | transformation of the corrugated steel plate which concerns on 1st, 2nd embodiment of this invention. It is an elevational view showing a conventional steel shear wall. FIG. 10 is an enlarged cross-sectional view taken along line 9-9 in FIG. 9.

  Hereinafter, a steel earthquake resistant wall according to an embodiment of the present invention will be described with reference to the drawings. In each figure, an arrow H shown as appropriate indicates the vertical direction (the height direction of the wall), arrow W indicates the width direction of the wall, and arrow D indicates an out-of-plane direction of the wall (the wall (Thickness direction).

  First, the structure of the steel earthquake-resistant wall which concerns on 1st Embodiment is demonstrated.

  FIGS. 1 and 2 show a frame 12 to which a steel earthquake resistant wall 10 according to the first embodiment is attached. The frame 12 has a rigid frame structure having left and right columns 14 of reinforced concrete facing each other and upper and lower beams (horizontal members) 16 of reinforced concrete constructed between these columns 14. . In the column 14 and the beam 16, a main reinforcing bar and a shear reinforcing bar are appropriately embedded. Reference numerals 18 and 20 in FIG. 2 are main bars and shear reinforcement bars embedded in the beam 16.

  As shown in FIGS. 1 and 2, the steel earthquake resistant wall 10 includes a wall body 22 and a frame body 24 provided on the outer periphery of the wall body 22. The wall body 22 includes three wall portions 22A, 22B, and 22C that are adjacent to each other in the vertical direction (the arrow H direction). The wall portion 22B (second wall portion) is formed of a corrugated steel plate in which peaks and troughs are alternately repeated, and is arranged on the surface of the frame 12 with the crease being horizontal (the direction of the crease is horizontal). Yes. Wall part 22A (1st wall part) and wall part 22C (1st wall part) are comprised with the flat flat steel plate, and are provided in the upper and lower sides of wall part 22B. By increasing or decreasing the size of these wall portions 22A, 22B, and 22C, the wall portion 22B is disposed so as to be positioned at the center of the upper and lower beams 16 in the wall body 22. The central portion between the upper and lower beams 16 is the center when the inner height T of the upper and lower beams 16 (distance from the upper surface of the lower beam 16 to the lower surface of the upper beam 16) is divided into three equal parts. This means that the region of T / 3 is located, and that the wall portion 22B is arranged in the central portion between the upper and lower beams 16 means that at least a part of the wall portion 22B is located in the central T / 3 region described above. Means to be located.

  A connecting lateral rib (lateral rib) 26 is provided between the wall portion 22A and the wall portion 22B. The connecting horizontal ribs 26 are plate-like and are arranged substantially horizontally. The lower end portion of the wall portion 22A and the upper end portion of the wall portion 22B are brought into contact with the upper and lower surfaces thereof and joined by welding or the like. Further, the end portion on the long side of the connecting lateral rib 26 protrudes outward from the wall body 22 in the out-of-plane direction of the wall body 22. The connecting ribs 26 connect the wall portion 22A and the wall portion 22B so that shearing force can be transmitted, and give out-of-plane rigidity to the connecting portion between the wall portion 22A and the wall portion 22B. Similarly, a connecting lateral rib 26 is provided between the wall portion 22B and the wall portion 22C, and the lower end portion of the wall portion 22B and the upper end portion of the wall portion 22C are abutted against the upper and lower surfaces of the connecting rib 26 and welded. Etc. are joined. The connecting ribs 26 connect the wall portion 22B and the wall portion 22C so that shearing force can be transmitted, and give out-of-plane rigidity to the connecting portion between the wall portion 22B and the wall portion 22C. In addition, as a material of each wall part 22A, 22B, 22C, normal steel (for example, SM490, SS400 etc.), low yield point steel (for example, LY225 etc.), etc. are used.

  The frame body 24 provided on the outer periphery of the wall body 22 includes vertical end flanges 24 </ b> A provided at both end portions in the width direction of the wall body 22 (left and right end portions in FIG. 1), and upper and lower sides of the wall body 22. A lateral end flange 24B provided at the end is joined in a frame shape. The vertical end flange 24A has a plate shape and is joined by welding or the like along both end portions in the width direction of the wall portions 22A, 22B, and 22C. Further, end portions 26A of the connecting lateral ribs 26 in the material axis direction are joined to the longitudinal end flange 24A by welding or the like. As a result, the fixing degree of the end portion 26A in the material axis direction of the connecting lateral rib 26 is increased. The lateral end flange 24B has a plate shape and is joined by welding or the like along the upper end of the wall 22A and the lower end of the wall 22B. The ends of the vertical end flange 24 </ b> A and the end of the horizontal end flange 24 </ b> B are joined by welding or the like at the corners of the wall body 22 to surround the wall body 22. Note that the vertical end flange 24A and the horizontal end flange 24B do not necessarily have to be joined, and may not have a frame shape.

  In addition, studs 32 as shearing force transmitting means project from the vertical end flange 24A and the horizontal end flange 24B. By embedding these studs 32 in the pillars 14 and the beams 16, the wall body 22 is attached to the frame 12, and a shearing force is joined between the wall body 22 and the frame 12 via the stud 32 so as to be able to transmit. ing. Further, the end portion 26 </ b> A in the material axis direction of the connecting lateral rib 26 is joined to the column 14 through the vertical end flange 24 </ b> A.

  The joining structure of the vertical end flange 24A and the column 14, and the horizontal end flange 24B and the beam 16 is not limited to the above. For example, it is also possible to embed a joining plate in which studs are erected in the column 14 and the beam 16, respectively, and join the longitudinal end flange 24A and the lateral end flange 24B to the joining plate by welding or bolts. Further, the vertical end flange 24A and the column 14, and the horizontal end flange 24B and the beam 16 may be bonded and bonded with an adhesive such as an epoxy resin (adhesion method). Further, the connecting horizontal rib 26, the vertical end flange 24A, and the horizontal end flange 24B are not limited to a plate shape, and may be H-shaped steel, L-shaped steel, T-shaped steel, channel steel, or the like.

  Vertical ribs 34 are joined to portions between the vertical end flanges 24A of the wall portions 22A, 22B, and 22C. The vertical ribs 34 are plate-shaped, and have a plurality of pieces (four in this embodiment) spaced apart in the width direction of the wall body 22 with their material axes set in the vertical direction. Both ends in the material axis direction of each vertical rib 34 are joined to the upper and lower horizontal end flanges 24B by welding or the like. Further, a lateral rib 36 is joined to a portion between the lateral end flange 24B and the connecting lateral rib 26 in each of the wall portions 22A and 22C. The lateral ribs 36 are plate-shaped and are provided with the material axes thereof in the width direction of the wall body 22. The vertical ribs 34 and the horizontal ribs 36 are joined in a lattice pattern at the wall portions 22A and 22B, and the vertical ribs 34 and the horizontal ribs 36 impart out-of-plane rigidity to the wall portions 22A, 22B, and 22C. In addition, compared with wall part 22A, 22B comprised with the flat steel plate, since the wall part 22B comprised with the corrugated steel plate has large out-of-plane rigidity, the horizontal rib 36 is abbreviate | omitted.

  The vertical ribs 34 are welded to the surfaces of the wall portions 22A, 22B, and 22C, or are disposed between the divided pieces obtained by dividing the wall portions 22A, 22B, and 22C in the width direction, and are end portions of adjacent pieces. Are joined by welding or the like. The same applies to the lateral rib 36. The vertical ribs 34 and the horizontal ribs 36 may be provided as necessary, and can be omitted as appropriate.

  Next, the operation of the steel earthquake resistant wall according to the first embodiment will be described.

  When an external force acts on the frame 12 due to wind, earthquake, or the like, a shearing force is transmitted to the wall body 22 attached to the frame 12, and the wall body 22 undergoes shear deformation. Thereby, the wall body 22 resists an external force and exhibits seismic performance. Moreover, by designing so that the wall body 22 yields with respect to an external force, vibration energy is absorbed by the hysteresis energy of steel materials, and the damping performance is exhibited.

  On the other hand, when the shear deformation of the wall body 22 proceeds, the wall body 22 protrudes in the out-of-plane direction (the direction of arrow D in FIG. 2), and there is a risk of shear buckling. In particular, a portion of the wall body 22 (a center portion in the height direction of the wall body 22) located at the center between the upper and lower beams 16 is a shear seat compared to the upper and lower portions of the wall body 22 restrained by the frame 12. Bending is likely to occur. As a countermeasure, in this embodiment, the wall portion 22B of the wall body 22 is formed of a corrugated steel plate. This corrugated steel sheet has a larger secondary moment about the neutral axis with respect to out-of-plane deformation than a flat steel sheet, and has greater out-of-plane rigidity than a flat steel sheet. Therefore, it has the mechanical property that shear buckling strength is large, and is excellent in deformation performance (shear deformation performance) as compared with a flat steel plate. Therefore, by forming the wall portion 22B located in the center between the upper and lower beams 16 where shear buckling is likely to occur with corrugated steel plates, the shear buckling strength of the steel seismic wall 10 as a whole can be efficiently improved. Can do. Therefore, compared with the conventional steel earthquake-resistant wall (for example, the steel earthquake-resistant wall 300 shown in FIG. 8), the necessary plate thickness and the necessary quantity of the stiffening ribs (vertical ribs 34, lateral ribs 36) can be reduced. it can. Thereby, the labor of attaching the stiffening ribs such as the vertical ribs 34 and the horizontal ribs 36 can be reduced, and the material cost can be reduced.

  Here, FIG. 3 shows a conventional steel earthquake resistant wall 320 used in the loading experiment as a comparative example. In this loading experiment, a horizontal load (in the direction of arrow R) was repeatedly loaded on the conventional steel shear wall 320, shear buckling was generated on the steel earthquake resistant wall 320, and the occurrence position of the shear buckling was observed. .

  A conventional steel earthquake resistant wall 320 includes a wall body 322 made of a flat steel plate and a frame body 324 provided on the outer periphery of the wall body 322, and is joined to upper and lower beams 326. The wall body 322 is provided with vertical ribs 328 and horizontal ribs 330 joined in a lattice shape. Unlike the steel earthquake-resistant wall 10 according to the present embodiment, the steel earthquake-resistant wall 320 is formed of a flat steel plate at the center between the upper and lower beams 326 in the wall body 322. That is, the structure corresponding to the wall portion 22B of the steel earthquake resistant wall 10 according to the present embodiment is not provided.

  As can be seen from FIG. 3, the shear buckling is concentrated at the center portion between the upper and lower beams 326 in the wall body 322 (the middle portion of the upper and lower beams 326 and the vicinity of the middle portion). I understand. Therefore, as described above, by forming the wall portion 22B located at the center portion between the upper and lower beams 16 with the corrugated steel plate, the shear buckling strength of the entire steel earthquake-resistant wall 10 can be efficiently improved. .

  Furthermore, since the wall portions 22A and 22C are made of a flat steel plate, the manufacturing cost of the wall body 22 is reduced as compared with the case where the entire wall body 22 is made of a corrugated steel plate. This is because the wall portions 22A and 22C do not require bending work like the corrugated steel plate. Moreover, the shear rigidity of the steel earthquake-resistant wall 10 can be adjusted by changing the ratio of the wall portion 22B to the wall body 22 and the waveform shape (for example, wavelength, wave height, etc.) of the wall portion 22B. Thereby, the horizontal force borne by the steel shear wall 10 and the eccentricity of the building can be adjusted. Furthermore, the corrugated steel sheet has an accordion effect that the rigidity in the direction perpendicular to the crease is weak. Therefore, by using the crease of the corrugated steel plate in the width direction of the wall body 22, the axial force introduced from the upper and lower beams 16 to the wall body 22 is negligible. Therefore, the restraining force of the wall body 22 on the upper and lower beams 16 is reduced, and the seismic performance of the building can be improved without reducing the deformation performance of the frame 12.

  Furthermore, by dividing the wall body 22 into three wall portions 22A, 22B, and 22C that are adjacent in the vertical direction, the size of each wall portion 22A, 22B, and 22C is reduced. Therefore, since the transportability, liftability, and the like of the wall portions 22A, 22B, and 22C are improved, the assembling work of the steel earthquake resistant wall at the site is facilitated.

  Next, the structure of the steel earthquake-resistant wall which concerns on 2nd Embodiment is demonstrated. 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. 4 and 5, in the steel earthquake resistant wall 40 according to the second embodiment, all of the wall portions 42A, 42B, 42C constituting the wall body 42 are made of corrugated steel plates, The wavelength of the corrugated steel sheet of the wall part 42B (second wall part) is made smaller than the wavelength of the corrugated steel sheets of the wall parts 42A and 42C (first wall part). In other words, the wavelength of the corrugated steel sheet of the wall portions 42A and 42C is made larger than the wavelength of the corrugated steel sheet of the wall portion 42B.

Here, as shown in FIG. 5, the crests of the corrugated steel constituting the wall portion 42B M _B, when the valley and V _B, and the wavelength L _B of corrugated steel, between adjacent crests M _B It refers to the distance, or adjacent length corresponding to the distance between the valleys V _B. Similarly, when the crests of the corrugated steel constituting the wall portion 42A and M _A, a valley V _A, the wavelength L _A of corrugated steel, the distance between adjacent crests M _A, or adjacent valleys This is the distance between the parts _VA . In the present embodiment, the as wavelength L _B becomes smaller than the wavelength L _A, the wall portion 42A, the shape of the corrugated steel and 42B are set. The same applies to the shapes of the corrugated steel plates of the wall 42B and the wall 42C.

The definition of the wavelength L _B of corrugated steel described above is not limited to corrugated steel having two or more crest portions M _B or valleys V _B. Moreover, in this embodiment, although the shape of the corrugated steel plate of 42 A of wall parts and 42 C of wall parts was made the same, you may differ.

  Next, the operation of the steel earthquake resistant wall according to the second embodiment will be described.

The mechanical properties of the corrugated steel plate approach the flat steel plate as its wavelength increases, and its out-of-plane rigidity decreases. In the present embodiment, the wavelength L _B of corrugated steel wall 42B is smaller than the wavelength L _A of corrugated steel wall 42A. That is, the out-of-plane rigidity of the wall portion 42B is greater than that of the wall portion 42A. By arranging the wall portion 42B having such a large out-of-plane rigidity in the center portion of the upper and lower beams 16 in the wall body 42, the shear buckling strength of the entire steel earthquake-resistant wall 10 can be efficiently improved. .

Further, the wall portion 42A, since the wavelength _{L A} of corrugated steel of 42C is smaller than the wavelength _{L B} of corrugated steel walls 42B, as compared with the case constituting the entire wall 42 corrugated steel wavelength _{L B,} The manufacturing cost of the wall body 42 is reduced. This is because the number of bending times of the flat steel plate is reduced in the wall portions 42A and 42C. Furthermore, since each wall part 42A, 42B, 42C was comprised with the corrugated steel plate, the shear rigidity of the steel earthquake-resistant wall 40 can be adjusted more flexibly, and it is introduced into the wall body 22 from the upper and lower beams 16. Axial force can be further reduced.

Note that the flat steel plate of the wall portion 22A (see FIG. 2) described in the first embodiment has a wavelength L _A of the corrugated steel plate of the wall portion 42A described in the present embodiment that is extremely increased. Equivalent to. That is, similarly to the present embodiment, in the first embodiment, it can be said that the wall portion 22B is formed of a corrugated steel plate having a wavelength smaller than those of the wall portions 22A and 22C.

  In the present embodiment, the out-of-plane rigidity of the wall portions 42A and 42C and the wall portion 42B is adjusted by changing the wavelength of the corrugated steel plate, but the wave height D (see FIG. 5) of the corrugated steel plate is changed. Accordingly, the out-of-plane rigidity of the wall portions 42A and 42C and the wall portion 42B can be adjusted. Specifically, the out-of-plane rigidity of the wall portion 42B may be increased by making the wave height of the wall portion 42B larger than the wave height of the wall portions 42A and 42C.

  Next, modified examples of the steel earthquake resistant walls according to the first and second embodiments will be described.

  In the first and second embodiments, the wall portions 22B and 42B are provided in the entire width direction of the wall bodies 22 and 42. However, the wall portions 22B and 42B are provided only in the center portion in the width direction of the wall bodies 22 and 42. Also good. For example, in the steel earthquake-resistant wall 50 shown in FIG. 6, the wall 52 is formed of a corrugated steel plate at the center of the upper and lower beams 16 in the center of the wall 52 in the width direction (arrow W direction). A wall 52B is provided. Wall parts 52A, 52C, 52D other than wall part 52B in wall body 52 are made of flat steel plates. Thus, by arranging the wall portion 52B having a large out-of-plane rigidity at the center portion in the width direction of the wall body 52, the shear buckling strength of the entire steel earthquake-resistant wall 50 can be efficiently improved. This is because the central portion in the width direction of the wall body 52 is likely to be buckled by shear compared to the end portion in the width direction of the wall body 52 constrained by the column 14. The central portion of the wall body 52 in the width direction referred to here is a portion excluding the end portion of the wall body 52 in the width direction.

  Moreover, in the said 1st, 2nd embodiment, although the steel earthquake-resistant walls 10 and 40 were joined to the pillar 14, it does not necessarily need to join to the pillar 14. FIG. For example, the steel earthquake resistant wall 60 shown in FIG. 7 is joined only to the upper and lower beams 16, is not joined to the pillar 14, and openings 60 </ b> A and 60 </ b> B are formed between the pillar 14. Yes. These openings 60 </ b> A and 60 </ b> B can be used as equipment wiring, piping, and doorways.

  The openings 60A and 60B are not necessarily provided between the steel earthquake-resistant wall 60 and the column 14, and the steel earthquake-resistant wall 60 and the column 14 are brought into contact with each other or arranged with a slight gap. Also good. In the configuration shown in FIG. 7, the openings 60 </ b> A and 60 </ b> B are provided on both sides in the width direction of the steel earthquake resistant wall 60, but the openings 60 </ b> A or 60 </ b> B may be provided only on one side in the width direction of the steel earthquake resistant wall 60. In addition, when the steel earthquake-resistant wall 60 and the column 14 are not joined, the steel earthquake-resistant wall 60 functions as a spacer. That is, the steel shear wall 60 can also be used as an earthquake resistant stud.

  Further, for example, in the first embodiment, the upper and lower end portions of the wall portion 22B are joined to the wall portions 22A and 22C at a position deviating from the central axis of the wall portion 22B. You may join with wall part 22A, 22C on a central axis. Further, the wall portions 22A and 22C may be joined at a position deviated to one side from the central axis of the wall portion 22B, and the upper end portion and the lower end portion of the wall portion 22B are staggered across the central axis. The portions 22A and 22C may be joined. The central axis of the wall portion 22B referred to here is a virtual axis that is intermediate between the crest and trough of the corrugated steel plate that constitutes the wall 22B. Furthermore, as the corrugated steel sheet constituting the wall portion 22B, corrugated steel sheets having cross-sectional shapes as shown in FIGS. 8A to 8D may be used. Moreover, in the said 1st, 2nd embodiment, although the direction of the crease of the corrugated steel plate which comprises each wall part 22B, 42B etc. was arrange | positioned in the frame 12, the direction of the crease is set to vertical (vertical direction). And may be arranged on the frame 12.

  Furthermore, in the said 1st Embodiment, although wall part 22A, 22B, 22C was joined by welding via the horizontal rib 26 for connection, you may join wall part 22A, 22B, 22C with a volt | bolt etc. Moreover, in the said 1st Embodiment, although wall part 22A, 22C was comprised with the flat steel plate and wall part 22B was comprised with the corrugated steel plate, it is not restricted to this. There should be at least one wall portion made of flat steel plate and one wall portion made of corrugated steel plate. For example, wall portion 22A is made of flat steel plate, and wall portions 22B and 22C are made of corrugated steel plate. May be. The same applies to the second embodiment.

  Further, the columns 14 and the beams 16 constituting the frame 12 are not limited to reinforced concrete, but use various methods such as steel reinforced concrete, prestressed concrete, steel frame, CFT, on-site casting, and precast. be able to. Further, instead of the beam 16, a steel earthquake resistant wall may be attached to a concrete slab or a small beam as a horizontal member.

  Furthermore, the steel seismic walls 10 and 40 according to the first and second embodiments may be used for a part of the building or for all of the building. In addition, it can be applied to various new buildings and renovated buildings such as seismic structures and seismic isolation structures. By installing these steel shear walls 10, 40, etc., it is possible to construct a building with improved seismic performance and damping performance.

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

10 Steel earthquake resistant wall 12 Frame 14 Column 16 Beam 22 Wall body 22A Wall portion (first wall portion)
22B Wall (second wall)
22C wall (first wall)
26 Horizontal rib for connection (transverse rib)
40 Steel earthquake-resistant wall 42 Wall 42A Wall (first wall)
42B wall (second wall)
42C wall (first wall)
50 Steel earthquake resistant wall 52 Wall 52A Wall (first wall)
52B Wall (second wall)
52C Wall (first wall)
52D wall (first wall)
L _A wavelength L _B wavelength

Claims (6)

A first wall portion adjacent to the vertical direction and the second wall portion, is attached in one piece to the plane direction of said cross structure to Frames comprising upper and lower horizontal members are installed between the opposing columns and pillar With a wall,
The first wall portion is made of a corrugated steel plate,
A steel earthquake-resistant wall in which the second wall portion is formed of a corrugated steel plate having a wavelength smaller than that of the first wall portion. A first wall portion adjacent to the vertical direction and the second wall portion, is attached in one piece to the plane direction of said cross structure to Frames comprising upper and lower horizontal members are installed between the opposing columns and pillar With a wall,
The first wall portion is composed of a flat steel plate;
A steel earthquake-resistant wall in which the second wall portion is formed of a corrugated steel plate.   The steel earthquake-resistant wall according to claim 1 or 2, wherein the first wall portion is provided above and below the second wall portion and is joined to the upper and lower horizontal members, respectively.   The said 1st wall part and the said 2nd wall part are any one of Claims 1-3 connected with the horizontal rib provided between this 1st wall part and this 2nd wall part. The steel shear wall described in 1.   The steel earthquake-resistant wall according to any one of claims 1 to 4, wherein the second wall portion is disposed in a central portion between the upper and lower horizontal members. A frame having opposed columns and upper and lower horizontal members laid between the columns;
The steel earthquake resistant wall according to any one of claims 1 to 5, which is attached to the frame,
Building with.

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