JP2011006967A - Steel plate connecting structure and building having the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To improve stiffening performance by stiffening ribs.SOLUTION: Earthquake resisting steel walls 10B, 10C are respectively mounted on vertically adjacent frames 12B, 12C. Vertically extending stiffening ribs 28 are mounted on plate surfaces of corrugated steel plates 18 forming the earthquake resisting steel walls 10B, 10C. A hollow member 50 is embedded in a girder 16A arranged between the earthquake resisting steel wall 10B and the earthquake resisting steel wall 10C. The stiffening ribs 28 of the earthquake resisting steel wall 10B and the stiffening ribs 28 of the earthquake resisting steel wall 10C are connected by the hollow member 50. Thus, bending moment can be transmitted between the stiffening ribs 28 of the earthquake resisting steel wall 10B and the stiffening ribs 28 of the earthquake resisting steel wall 10C.

Description

  The present invention relates to a steel plate connection structure and a building having the steel plate connection structure.

  A steel plate earthquake resistant wall using a steel plate is known as the earthquake resistant wall. This steel plate earthquake resistant wall resists external force while undergoing shear deformation. Therefore, it is superior in deformation performance compared to a general reinforced concrete earthquake resistant wall. On the other hand, in the steel plate earthquake resistant wall, there is a concern about the shear buckling of the steel plate accompanying the shear deformation. For this reason, generally, stiffening ribs for preventing shear buckling are attached to the plate surface of the steel plate. With this stiffening rib, the shear buckling strength of the steel plate is increased, thereby ensuring the deformation performance of the steel plate earthquake resistant wall. However, it takes time to attach the stiffening rib.

  Moreover, a corrugated steel earthquake resistant wall is known as an earthquake resistant wall (for example, Patent Document 1). The corrugated steel shear wall is formed by bending a steel plate into a corrugated shape, and has a greater out-of-plane rigidity than a flat steel shear wall. Therefore, the shear buckling strength is large and the number of stiffening ribs can be reduced as compared with a flat steel plate shear wall. In addition, since the corrugated steel shear wall expands and contracts in the vertical direction like an accordion, the axial force introduced from the surrounding beams and columns is reduced. Furthermore, since the rigidity and proof stress can be adjusted by increasing / decreasing the number of stacked steel sheets, the pitch of the corrugations, the wave height, etc., this is excellent in terms of high design freedom.

  By the way, in buildings with high floors, such as offices, commercial facilities, and distribution warehouses, the corrugated steel shear walls become more likely to shear buckle as the corrugated steel shear walls become higher. Thickness, required amount, etc. tend to increase. Therefore, further improvement of the stiffening rib is demanded not only for the steel plate seismic wall but also for the corrugated steel plate seismic wall.

JP 2005-264713 A

  In view of the above facts, the present invention aims to improve the stiffening effect of the stiffening rib.

  The steel plate connection structure according to claim 1, wherein the first steel plate attached to the first frame, the first stiffening rib provided on the plate surface of the first steel plate and extending in the vertical direction, and the first frame A second steel plate attached to the second frame constructed above, a second stiffening rib provided on the plate surface of the second steel plate and extending in the vertical direction, and a horizontal member constituting the first frame. A transmission means provided on the horizontal member between the first steel plate and the second steel plate and transmitting a bending moment between the first stiffening rib and the second stiffening rib; I have.

  According to said structure, the 1st steel plate and the 2nd steel plate are each attached to the 1st frame and the 2nd frame constructed | assembled on the said 1st frame. A first stiffening rib extending in the vertical direction is provided on the plate surface of the first steel plate, and a second stiffening rib extending in the vertical direction is provided on the plate surface of the second steel plate. These first stiffening ribs and second stiffening ribs increase the out-of-plane rigidity of each of the first steel plate and the second steel plate.

  Moreover, the horizontal member which comprises a 1st frame, Comprising: The horizontal means between a 1st steel plate and a 2nd steel plate is provided with the transmission means. A bending moment is transmitted between the first stiffening rib and the second stiffening rib by this transmission means. As a result, a shearing force is generated in the first steel plate and the second steel plate by an external force such as wind or earthquake, and the first stiffening rib and the second stiffening rib try to deform and buckle out of the frame. When doing, rotation of the upper end part of the 1st stiffening rib and the lower end part of the 2nd stiffening rib is controlled. That is, the fixing degree of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is improved, and it is not a pin end portion that cannot transmit the bending moment but a semi-fixed end portion or a fixed portion that can transmit the bending moment. By providing the transmission means as the end portion, the out-of-plane rigidity of the first stiffening rib and the second stiffening rib is improved.

Here, the out-of-plane rigidity of the first stiffening rib and the second stiffening rib varies depending on the support condition of the end portion. That is, the surfaces of the first stiffening rib and the second stiffening rib are higher when the end portions of the first stiffening rib or the second stiffening rib are more freely rotated than when the end portions are free to rotate. Increases external rigidity.
In the present invention, the bending moment is transmitted between the first stiffening rib and the second stiffening rib by the transmission means, and the out-of-plane rigidity of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is increased. By enlarging, rotation of these upper end parts and lower end parts is suppressed. Therefore, the stiffening effect of the first steel plate and the second steel plate by the first stiffening rib and the second stiffening rib is enhanced, and the first steel plate as a steel earthquake resistant wall attached to each of the first frame and the second frame. The out-of-plane rigidity and shear buckling strength of the second steel plate are increased. Therefore, the seismic performance and damping performance are improved.

  The steel plate connection structure according to claim 2 is the steel plate connection structure according to claim 1, wherein the transmission means is disposed between the first stiffening rib and the second stiffening rib. It has a steel material for connecting the first end flange joined to the upper end of the stiffening rib and the second end flange joined to the lower end of the second stiffening rib.

  According to said structure, the transmission means has steel materials. The steel material is disposed between the first stiffening rib and the second stiffening rib. By this steel material, the first end flange joined to the upper end of the first stiffening rib and the second end flange joined to the lower end of the second stiffening rib are connected.

  Thus, by connecting the first end flange and the second end flange with the steel material disposed between the first stiffening rib and the second stiffening rib, the first end flange and the second end flange are connected. The rotation of the end flange is suppressed. As a result, rotation of the upper end portion of the first stiffening rib joined to the first end flange and the lower end portion of the second stiffening rib joined to the second end flange is suppressed. Therefore, the stiffening effect of the first steel plate and the second steel plate by the first stiffening rib and the second stiffening rib can be enhanced.

  The steel plate connection structure according to claim 3 is the steel plate connection structure according to claim 2, wherein the steel material is embedded in the horizontal member made of concrete, and the first end flange and the second end portion. It is a shape steel member joined to.

  According to said structure, the steel material is made into the shape steel member. The structural steel member is embedded in a concrete horizontal member and joined to the first flange and the second flange. A bending moment is transmitted between the first stiffening rib and the second stiffening rib via the structural steel member. Therefore, rotation of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is suppressed, and the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced. Moreover, by using a shape steel member as the steel material, the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced with a simple structure, and the horizontal member can be strengthened.

  The steel plate connection structure according to claim 4 is the steel plate connection structure according to claim 2, wherein the steel material is embedded in the horizontal member made of concrete, and the first end flange and the second end portion. A hollow member joined to the flange.

  According to said structure, the steel material is made into the hollow member. This hollow member is embedded in a concrete horizontal member, and is joined to the first flange and the second flange. A bending moment is transmitted between the first stiffening rib and the second stiffening rib via the hollow member. Therefore, rotation of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is suppressed, and the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced.

  Moreover, since concrete is filled in the hollow member, the integrity of the hollow member and the horizontal member is improved. Accordingly, the rotation of the hollow member itself is suppressed, and the restraining force of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib by the hollow member is increased. Therefore, the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced.

  The steel plate connection structure according to claim 5 is the steel plate connection structure according to claim 1, wherein the transmission means includes a first end flange joined to an upper end portion of the first stiffening rib and the second auxiliary member. It is a steel bar connected to the second end flange joined to the lower end of the rigid rib.

  According to said structure, steel materials are made into steel bars. This steel bar is connected to a first end flange joined to the upper end of the first stiffening rib and a second end flange joined to the lower end of the second stiffening rib. Thereby, a bending moment is transmitted between the first stiffening rib and the second stiffening rib via the steel bar. Therefore, rotation of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is suppressed, and the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced.

  The steel plate connection structure according to claim 6 is the steel plate connection structure according to claim 5, wherein the steel bar is connected to the first end flange and the second end flange in a state where a tension is applied. PC steel.

  According to said structure, the bar steel material is made into PC steel material, and the 1st end part flange and the 2nd end part flange are connected with PC steel material in the state to which tension | tensile_strength (prestress) was provided. Thereby, a 1st end part flange and a 2nd end part flange are crimped | bonded to a horizontal member.

  Here, by applying tension to the PC steel material, the contact state between the first end flange and the second end flange and the horizontal member is maintained until the tension applied to the PC steel material becomes zero. Therefore, since the rotation of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib is further suppressed, the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced.

  Furthermore, since the first end flange and the second end flange are crimped to the horizontal member by the PC steel material, the frictional force generated between the first end flange and the second end flange and the horizontal member is increased, The shear force transmission efficiency between the first end flange and the second end flange and the horizontal member is improved. Therefore, seismic performance and vibration control performance are improved.

  The steel plate connection structure according to claim 7 is the steel plate connection structure according to claim 6, wherein the PC steel material passes through the first end flange and the second end flange, and the axial direction of the PC steel material. At least one of the first end flange and the second end flange is connected to the first end flange and the second end flange by nuts attached to screw parts provided at both ends, and the nut An elastic body is sandwiched between the two.

  According to said structure, PC steel material has penetrated the 1st end part flange and the 2nd end part flange. Screw portions to which nuts are attached are provided at both axial ends of the PC steel material. That is, the first end flange and the second end flange are connected by passing the PC steel through the first end flange and the second end flange and attaching a nut to the threaded portion of the PC steel. .

  An elastic body is sandwiched between at least one of the first end flange and the second end flange and the nut. For this reason, even when the horizontal member is bent or contracted (creep deformation, etc.), a decrease in the tension (introduction axial force) applied to the PC steel material due to the restoring force of the elastic body is suppressed. The contact state with the end flange and the second end flange is maintained. Accordingly, the contact state between the horizontal member and the first end flange and the second end flange is maintained for a long time, that is, the stiffening effect of the first stiffening rib and the second stiffening rib is prolonged.

  The steel plate connection structure according to claim 8 is the steel plate connection structure according to any one of claims 2 to 4, wherein the steel material extends along a material axis direction of the horizontal member to the horizontal member made of concrete. While being embedded, the end of the steel material reaches the joint of the horizontal member and the column.

According to said structure, the steel materials are embed | buried in the horizontal member made from concrete along the material-axis direction of the said horizontal member, The edge part has reached the joint part of a horizontal member and a pillar.
Here, the bending moment generated in the first stiffening rib and the second stiffening rib is transmitted to the steel material as a torsional moment. This torsional moment is transmitted from the end of the steel material to the joint between the horizontal member and the column. Accordingly, the rotation of the end portion of the steel material is suppressed, and the rotational restraining force of the upper end portion of the first stiffening rib and the lower end portion of the second stiffening rib due to the steel material is increased. Therefore, the stiffening effect of the first stiffening rib and the second stiffening rib can be enhanced.

  The steel plate connection structure according to claim 9 is the steel plate connection structure according to any one of claims 1 to 8, wherein at least one of the first steel plate and the second steel plate is a corrugated steel plate.

  According to the above configuration, at least one of the first steel plate and the second steel plate is a corrugated steel plate. Since the corrugated steel sheet has greater out-of-plane rigidity and shear buckling strength than a flat steel sheet, the thickness and number of installed stiffening ribs can be reduced.

  Further, since the corrugated steel sheet expands and contracts like an accordion in a direction perpendicular to the crease, the axial force introduced by the deflection of the horizontal member, the contraction of the column, or the like is smaller than that of the flat steel sheet. Therefore, the seismic performance and performance of the steel seismic wall can be improved.

  The building of Claim 10 has the steel plate connection structure of any one of Claims 1-9.

  According to said structure, the building where the earthquake resistance performance and the damping performance were improved can be constructed | assembled by having the steel plate connection structure of any one of Claims 1-9.

  Since this invention set it as said structure, the stiffening effect by a stiffening rib can be improved.

It is an elevational view showing a steel earthquake resistant wall according to the first embodiment. It is the 1-1 sectional view taken on the line of FIG. 1 which shows the steel earthquake-resistant wall which concerns on 1st Embodiment. It is the 2-2 sectional view taken on the line of FIG. 1 which shows the steel earthquake-resistant wall which concerns on 1st Embodiment. It is an elevation view which shows the deformation | transformation state of the steel earthquake-resistant wall which concerns on 1st Embodiment. (A) is the 2-2 line sectional view of FIG. 1 which shows the steel earthquake-resistant wall which concerns on 1st Embodiment, (B) is the 2-2 line cross section of FIG. 1 which shows the conventional steel earthquake-resistant wall. It is a figure equivalent to a figure. (A)-(C) are the beam which receives a long-term load, and the bending moment figure of the said beam. It is the upper part enlarged elevation view of the steel earthquake-resistant wall which shows the modification of the steel earthquake-resistant wall which concerns on 1st Embodiment. It is a figure equivalent to the 2-2 line sectional view of Drawing 1 showing the modification of the steel earthquake-proof wall concerning a 1st embodiment. (A) And (B) is a figure equivalent to the 2-2 line sectional view of Drawing 1 showing the modification of the steel earthquake-resistant wall concerning a 1st embodiment. It is the upper part enlarged elevation view of the steel earthquake-resistant wall which shows the modification of the steel earthquake-resistant wall which concerns on 1st Embodiment. It is a figure which shows the modification of the steel earthquake-resistant wall which concerns on 1st Embodiment, (A) is the 7-7 sectional view taken on the line of FIG. 10, (B) is the 8-8 sectional view taken on the line of FIG. . It is an elevational view showing a steel earthquake resistant wall according to the second embodiment. It is the 3-3 sectional view taken on the line of FIG. 12 which shows the steel earthquake-resistant wall which concerns on 2nd Embodiment. (A) And (B) is the upper part enlarged elevation view of the steel earthquake-resistant wall which shows the construction method of the steel earthquake-resistant wall which concerns on 2nd Embodiment. (A) And (B) is a figure equivalent to the 3-3 line sectional view of Drawing 12 showing the modification of the steel earthquake-resistant wall concerning a 2nd embodiment. It is a graph which shows the spring characteristic (load deformation relation) of a general disc spring. It is an elevational view showing a steel earthquake resistant wall according to a third embodiment. It is a 4-4 line sectional view of Drawing 17 showing the steel earthquake-resistant wall concerning a 3rd embodiment. It is an elevational view showing a steel earthquake resistant wall according to the fourth embodiment. It is 5-5 sectional view taken on the line of FIG. 19 which shows the steel earthquake-resistant wall which concerns on 4th Embodiment. It is a figure which shows the attachment method of the steel earthquake-resistant wall which concerns on 2nd Embodiment, (A) is a lower cross-sectional view of a steel earthquake-resistant wall, (B) is a perspective view. It is a figure which shows the attachment method of the steel earthquake-resistant wall which concerns on 2nd Embodiment, (A) is an upper part enlarged elevation view of a steel earthquake-resistant wall, (B) is 6-6 line of FIG. 22 (A). It is sectional drawing. It is the upper part enlarged elevation view of the steel earthquake-resistant wall which the attachment method of the steel earthquake-resistant wall which concerns on 2nd Embodiment shows. It is a figure which shows the attachment method of the steel earthquake-resistant wall which concerns on 2nd Embodiment, (A) is an exploded sectional view of the steel earthquake-resistant wall upper part, (B) is an assembly sectional view. (A)-(D) are sectional drawings of a corrugated steel plate.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  First, the first embodiment will be described.

  FIG. 1 shows frames 12A, 12B, and 12C constituting the building 11. The frame 12B is constructed on the frame 12A, and the frame 12C is further constructed on the frame 12B. , 12B, 12C are adjacent to each other in the vertical direction. These frames 12A, 12B, and 12C have a rigid frame structure that includes left and right columns 14A and 14B and upper and lower beams 16A and 16B (horizontal members). The columns 14A and 14B and the beams 16A and 16B are made of reinforced concrete (hereinafter referred to as “RC”).

  Steel aseismic walls 10A, 10B, and 10C are installed on the frames 12A, 12B, and 12C, respectively. Since these steel earthquake-resistant walls 10A, 10B, and 10C have the same configuration, the steel earthquake-resistant wall 10B will be described in detail below.

  As shown in FIGS. 1 and 2, the steel earthquake resistant wall 10 </ b> B includes a corrugated steel plate 18 and a frame 20. The corrugated steel plate 18 is formed by bending a steel plate into a corrugated shape, and the corrugated steel plate 18 is arranged on the construction surface of the frame 12B with the crease being horizontal (the direction of the crease is horizontal). As the material of the corrugated steel plate 18, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.) or the like is used.

  Steel vertical flanges 22 </ b> A and 22 </ b> B are respectively provided on the left and right vertical sides of the corrugated steel sheet 18. The vertical flanges 22A and 22B are formed in a plate shape, and are fixed along the left and right vertical sides of the corrugated steel plate 18 by welding or the like. Further, steel horizontal flanges 24A and 24B (end flanges) are provided on the upper and lower horizontal sides of the corrugated steel sheet 18, respectively. The lateral flanges 24A and 24B are formed in a plate shape, and are fixed by welding or the like along the upper and lower lateral sides of the corrugated steel plate 18. The ends of the vertical flanges 22A and 22B and the horizontal flanges 24A and 24B are joined together by welding or the like. Thereby, the frame 20 surrounding the outer periphery of the corrugated steel plate 18 is configured.

  In addition, studs 26 serving as shearing force transmitting means project from the vertical flanges 22A and 22B and the horizontal flanges 24A and 24B. By embedding these studs 26 in the columns 14A and 14B and the beams 16A and 16B, the steel earthquake resistant wall 10B is attached to the frame 12B. Further, a shear force can be transmitted between the corrugated steel plate 18 and the columns 14A and 14B and the beams 16A and 16B via the stud 26.

  In addition, the joining method of vertical flange 22A, 22B, pillar 14A, 14B, and horizontal flange 24A, 24B and beam 16A, 16B is not restricted above. For example, a connecting plate with studs erected is embedded in columns 14A and 14B and beams 16A and 16B, and vertical flanges 22A and 22B and horizontal flanges 24A and 24B are connected to the connecting plates by welding or bolts. May be. Further, the vertical flanges 22A and 22B and the columns 14A and 14B or the horizontal flanges 24A and 24B and the beams 16A and 16B may be bonded and bonded with an adhesive such as an epoxy resin (adhesion method). Further, the vertical flanges 22A and 22B and the horizontal flanges 24A and 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.

  A plurality of (three in FIG. 1) stiffening ribs 28 extending in the vertical direction are provided on the plate surface of the corrugated steel plate 18 at predetermined intervals in the horizontal direction (folding direction of the corrugated steel plate 18). . Each stiffening rib 28 is formed of a steel material in a plate shape, and is joined to the corrugated steel plate 18 by welding or the like with the longitudinal direction as the vertical direction. Both ends in the longitudinal direction of the stiffening rib 28 are joined to the lateral flanges 24A and 24B by welding or the like.

  As shown in FIG. 2, the width G of the stiffening rib 28 is wider than the wave height H of the corrugated steel plate 18 and protrudes to both sides in the out-of-plane direction of the corrugated steel plate 18. By this stiffening rib 28, out-of-plane rigidity (stiffness against deformation in the out-of-plane direction (arrow A direction)) is imparted to the corrugated steel sheet 18, and the shear deformation amount and shear force of the corrugated steel sheet 18 become predetermined values (design values). Before reaching, the corrugated steel sheet 18 is prevented from shear buckling. The out-of-plane rigidity imparted to the corrugated steel plate 18 by the stiffening ribs 28 is the material strength, plate thickness, width, cross-sectional secondary moment (bending rigidity) of the stiffening ribs 28, and the degree of fixation of the end portions of the stiffening ribs 28. It is designed as appropriate by changing the number of the stiffening ribs 28 installed.

  The stiffening rib 28 and the corrugated steel plate 18 are joined by fitting the stiffening rib 28 having a corrugated shape at one end in the width direction to the plate surface of the corrugated steel plate 18. The corrugated steel plate 18 may be divided into a plurality of pieces in the horizontal direction, and the stiffening ribs 28 arranged between the pieces and the end portions of the pieces may be joined by welding or the like.

  As shown in FIGS. 1 and 3, hollow members 50 (transmission means) are embedded in the beams 16A and 16B. The hollow member 50 is formed of a square steel pipe, and a plurality (three in each of the beams 16A and 16B in FIG. 1) are embedded along the material axis direction of the upper and lower beams 16A and 16B. The hollow member 50 is formed between the stiffening ribs 28 of the steel earthquake resistant walls 10A, 10B, and 10C (between the reinforcing ribs 28 of the steel earthquake resistant wall 10A and the reinforcing ribs 28 of the steel earthquake resistant wall 10B, and made of steel. (Between the stiffening rib 28 of the seismic wall 10B and the stiffening rib 28 of the steel seismic wall 10C). Each hollow member 50 is joined to the lateral flanges 24 </ b> A and 24 </ b> B by bolts 52 and nuts 54.

  Here, the hollow member 50 embedded in the upper beam 16A will be described in detail. Note that the hollow member 50 embedded in the lower beam 16B has the same configuration as the hollow member 50 embedded in the upper beam 16A, and thus the description thereof is omitted.

  As shown in FIG. 3, the hollow member 50 and the stiffening rib 28 are arranged such that the side walls 50 </ b> B and 50 </ b> C of the hollow member 50 are positioned at the width direction end portion 28 </ b> E of the stiffening rib 28. That is, the side wall 50B of the hollow member 50 in which the width direction end portion 28E of the stiffening rib 28 having the maximum tensile force S or compressive force T (see FIG. 5A) is embedded in the upper and lower beams 16A, 16B, It is arranged between 50C.

  The upper and lower bottom walls 50A of the hollow member 50 are exposed from the upper and lower surfaces of the beam 16A, and are in contact with the lateral flange 24A of the steel seismic wall 10B and the lateral flange 24B of the steel seismic wall 10C, respectively. The upper and lower bottom walls 50A and the lateral flanges 24A and 24B are joined by bolts 52 and nuts 54, respectively. Thereby, a bending moment can be transmitted between the stiffening rib 28 of the steel earthquake resistant wall 10B and the stiffening rib 28 of the steel earthquake resistant wall 10C. The nut 54 is a bottomed nut so that concrete does not enter the nut 54 and is fixed in advance to the bottom wall 50A from the inside of the hollow member 50 by welding or the like. As the bottomed nut, a cap nut having a lid made of iron, plastic, cement, or the like may be used. Further, the bottom wall 50A of the hollow member 50 is welded in advance to the lateral flange 24A of the steel seismic wall 10B, and the building is performed at the same time as the steel seismic wall 10B, and then the concrete of the upper beam 16A is placed. May be.

  Openings 56 are formed in the side walls 50 </ b> B and 50 </ b> C of the hollow member 50, and concrete can be filled into the hollow member 50 from both ends of the openings 56 and the hollow member 50 in the material axis direction. Inside the hollow member 50, a beam reinforcing bar 34 and a shear reinforcing bar 36 that reinforces the beam reinforcing bar 34 are arranged.

  Here, the hollow member 50 is disposed in the form of the beam 16A with the beam reinforcing bar 34 and the shear reinforcing bar 36 disposed therein. Then, the concrete placed in the mold is filled into the hollow member 50. As the concrete hardens, the hollow member 50 and the beam 16A are integrated.

  Next, the operation of the first embodiment will be described.

  FIG. 4 shows the deformation state of the frames 12A, 12B, 12C and the steel earthquake resistant walls 10A, 10B, 10C at the time of an earthquake or the like. In FIG. 4, for easy understanding, the deformation state of the frames 12A, 12B, and 12C and the steel earthquake-resistant walls 10A, 10B, and 10C is exaggerated. In addition, since the effect | action of steel earthquake-resistant wall 10A, 10B, 10C is the same, it demonstrates centering on the effect | action of steel earthquake-resistant wall 10B, and omits suitably the effect | action of steel earthquake-resistant wall 10A, 10C.

  As shown in FIG. 4, when an external force is applied to the frame 12B due to wind, earthquake, or the like, a shear force is transmitted to the steel seismic wall 10B attached to the frame 12B, and the corrugated steel sheet 18 undergoes shear deformation. Thereby, the corrugated steel plate 18 resists external force and exhibits seismic performance. In addition, by designing the corrugated steel plate 18 to yield with respect to external force, vibration energy is absorbed by the hysteresis energy of the steel material, and the damping performance is exhibited.

  Here, when the shear deformation of the corrugated steel sheet 18 proceeds, the corrugated steel sheet 18 may protrude in the out-of-plane direction (the direction of arrow A in FIG. 2) and be shear buckled. For this reason, the corrugated steel sheet 18 is provided with stiffening ribs 28 so that the shear deformation amount and shear force of the corrugated steel sheet 18 do not undergo shear buckling before reaching a predetermined value (design value). That is, by giving out-of-plane rigidity to the corrugated steel plate 18 by the stiffening ribs 28, the shear buckling strength of the steel earthquake resistant wall 10B is increased.

  The stiffening effect of the stiffening rib 28 on the corrugated steel plate 18 includes the material strength, plate thickness, width, cross-sectional secondary moment (bending rigidity) of the stiffening rib 28, the degree of fixing of the end of the stiffening rib 28, It can be improved by increasing the number of 28 installed. However, when the plate thickness and width of the stiffening ribs are increased or the number of the stiffening ribs 28 is increased, the material cost of the stiffening ribs 28 may increase. Further, joining of the corrugated steel plate 18 and the stiffening ribs 28 is generally performed by welding. However, this welding work may require skill and labor.

  Therefore, in the present embodiment, the stiffening effect of the stiffening rib 28 is improved by increasing the fixing degree of the end of the stiffening rib 28. Specifically, the stiffening ribs 28 of the steel earthquake-resistant walls 10A, 10B, and 10C adjacent in the vertical direction are connected by the hollow member 50 embedded in the beams 16A and 16B. Thereby, in the upper part of the steel earthquake-resistant wall 10B, as shown in FIG. 5A, when the corrugated steel plates 18 of the steel earthquake-resistant walls 10B and 10C are respectively deformed in the out-of-plane direction (arrow A direction), A tensile force S acts on the side wall 50B of the hollow member 50, and a compressive force T acts on the side wall 50C of the hollow member 50, and the stiffening rib 28 of the steel seismic wall 10A and the stiffening rib 28 of the steel seismic wall 10B. Bending moment is transmitted between them. Thereby, rotation (rotational deformation) of the upper end part of the stiffening rib 28 of the steel seismic wall 10B and the lower end part of the stiffening rib 28 of the steel seismic wall 10A is suppressed, and the degree of fixation thereof is increased. The bending moment generated in the beam 16A varies depending on the distance between the horizontal flange 24A of the steel earthquake resistant wall 10B and the horizontal flange 24B of the steel earthquake resistant wall 10C, that is, the distance between the fulcrums of the steel earthquake resistant walls 10B and 10C. To do. Therefore, FIG. 5A illustrates two possible bending moment diagrams.

  On the other hand, when the lateral flanges 24A and 24B of the steel earthquake resistant walls 10B and 10C and the beam 16A are joined by the stud 38 as in the comparative example shown in FIG. 5B, the two-dot chain line in the figure. As shown, the lateral flanges 24A and 24B may rotate, and the fixing degree of the stiffening ribs 28 joined to the lateral flanges 24A and 24B decreases. Therefore, in the comparative example shown in FIG. 5B, the upper end portion of the stiffening rib 28 of the steel seismic wall 10B and the beam 16A are generally handled as pin joints (rotation free) in terms of structural design. . Similarly, the lower end portion of the stiffening rib 28 of the steel earthquake resistant wall 10C is also handled as a pin joint for structural calculation.

On the other hand, by transmitting a bending moment between the stiffening rib 28 of the steel earthquake resistant wall 10B and the reinforcing rib 28 of the steel earthquake resistant wall 10C by the hollow member 50 as in this embodiment, the steel earthquake resistant wall is transmitted. The rotation of the upper end portion of the 10B stiffening rib 28 and the lower end portion of the stiffening rib 28 of the steel seismic wall 10C is suppressed, and the fixing degree is increased. Therefore, the out-of-plane rigidity imparted to the corrugated steel plate 18 by the stiffening ribs 28 increases, and the shear buckling strength of the steel seismic walls 10B and 10C attached to the frames 12B and 12C increases. Therefore, it is possible to increase the shear buckling strength of the steel earthquake resistant walls 10B and 10C while suppressing the plate thickness, width, number of installations, and the like of the stiffening ribs 28, and the seismic performance and control of the steel earthquake resistant walls 10B and 10C. Vibration performance can be improved. In particular, this embodiment is effective when the height of the steel seismic walls 10B and 10C is high and the required stiffening ribs 28 are long in a building or the like having a high floor height. Although illustration is omitted, since a bending moment is transmitted between the stiffening rib 28 of the steel seismic wall 10B and the stiffening rib 28 of the steel seismic wall 10A even at the lower part of the steel seismic wall 10B. The seismic performance and damping performance of the steel seismic walls 10A and 10B are improved.

  Next, the bending moment transmission mechanism according to this embodiment will be described by replacing it with a beam. 6A to 6C show beams 58A and 58B that receive a vertical load (long-term load) and bending moment diagrams thereof. These beams 58A and 58B are pin-supported at their ends (fulcrum points P1 to P4).

  In the configuration shown in FIG. 6A, the beam 58A and the beam 58B are not continuous, and the bending moment is not continuous. In the configuration shown in FIG. 6B, since the beam 58A and the beam 58B are continuous, the fixing degree of the ends (fulcrum points P2 and P3) of the beams 58A and 58B is increased, and the bending moment is continuous. In the configuration shown in FIG. 6C, the beam 58A and the beam 58B are continuous through a member provided between the fulcrum P2 of the beam 58A and the fulcrum P3 of the beam 58B. Similarly to the above, the fixing degree of the ends (fulcrum points P2 and P3) of the beams 58A and 58B is increased, and the bending moment is continuous. That is, compared to the beams 58A and 58B in FIG. 6A, the beams 58A and 58B shown in FIG. 6B and FIG. ing.

Here, the present embodiment realizes a state close to the stress state of FIG. 6B or FIG. 6C, and the shear deformation of the steel seismic wall 10 has progressed to attempt to buckle shear. Sometimes, it tries to improve the rigidity against the out-of-plane force. In FIG. 6 (C), a member that transmits and continues the bending moment between the fulcrum P2 and the fulcrum P3 is necessary. The transmission means (hollow member 50) of the present embodiment corresponds to this member. The fulcrums P2 and P3 correspond to beams and floor slabs.
In addition, since the moment state between the fulcrum P2 and the fulcrum P3 changes with the load and the distance between the fulcrums P2 and P3, the moment shown here is an example.

  Moreover, in this embodiment, since the opening 56 is formed in the side walls 50B and 50C of the hollow member 50, it is easy to fill the hollow member 50 with concrete. Therefore, the integrity of the beam 16A and the hollow member 50 is improved, and the workability of the beam 16A is improved.

  Here, when a bending moment is transmitted from the stiffening rib 28 to the hollow member 50, a torsional moment is generated in the hollow member 50, and the hollow member 50 attempts to rotate with the material axis direction of the hollow member 50 as the rotation axis. . When the hollow member 50 rotates, the upper end portion and the lower end portion of the stiffening rib 28 are fixed. As a result, the torsional moment generated in the hollow member 50 is transmitted to surrounding members (for example, columns, slabs, etc.) It is desirable to suppress the rotation of the member 50. This is because the restraining force of the stiffening rib 28 is increased by suppressing the rotation of the hollow member 50, and the stiffening effect of the stiffening rib 28 can be further enhanced.

  For example, in the configuration shown in FIG. 7, a hollow member 62 having a member length slightly longer than the beam 16A is embedded in the beam 16A, and an end 62A in the material axis direction of the hollow member 62 is formed in the beam 16A. And the pillars 14A and 14B reach the joint 64 (shaded area in FIG. 7). For this reason, the torsional moment generated in the hollow member 62 is transmitted to the joint portion 64 having high rigidity, and the columns 14A, 14B and the like resist the torsional moment, thereby suppressing the rotation of the hollow member 62. . Therefore, rotation of the upper end portion and the lower end portion of the stiffening rib 28 connected to the hollow member 62 is suppressed, so that the stiffening effect of the stiffening rib 28 can be enhanced.

  Note that the end portion 62A of the hollow member 62 reaches the joint portion 64 not only when the end portion 62A of the hollow member 62 is in the joint portion 64 but also when the end portion 62A is not in the joint portion 64. However, the end 62A only needs to be near the joint portion 64.

  In the configuration shown in FIG. 8, the floor slab 66 is supported by the beam 16 </ b> A, and the beam 16 </ b> A and the floor slab 66 are connected by the connecting member 68. The connecting member 68 is disposed on both sides of the beam 16A, and includes an L-shaped angle 68A that is disposed across the beam 16A and the floor slab 66, and a rib 68B that reinforces the angle 68A. The angle 68A is fixed to the side surface of the beam 16A and the lower surface of the floor slab 66 by bolts 72 and anchor nuts 70. By connecting the beam 16A and the floor slab 66 by the connecting member 68, rotation of the beam 16A (rotation with the material axis direction of the beam 16A as a rotation axis) is suppressed. As a result, the rotation of the hollow member 50 (rotation with the material axis direction of the hollow member 50 as the rotation axis) is suppressed, and the torsional moment of the hollow member 50 is transmitted to the floor slab 66. Accordingly, the fixing degree of the upper end portion and the lower end portion of the stiffening rib 28 connected to the hollow member 50 is increased, and the stiffening effect of the stiffening rib 28 can be enhanced.

  In FIG. 8, the connecting member 68 has been described by taking the angle 68A as an example. However, as the connecting member, a general haunch or a diagonal member (brace) disposed between the beam 16A and the floor slab 66 is used. be able to. If the floor slab 66 alone can resist the bending moment generated in the beam 16A, the connecting member 68 can be omitted as a matter of course.

  Moreover, in this embodiment, although the hollow member 50 was used as a transmission means, it is not limited to this. For example, as shown in FIG. 9A, a structural steel member 74 provided with a plurality of (two in FIG. 9A) webs 74B between a pair of flanges 74A facing in the vertical direction. It may be embedded in the beam 16A and the flange 74A of the shaped steel member 74 may be joined to the lateral flanges 24A and 24B of the steel earthquake resistant walls 10B and 10C. An opening 76 for filling the inside of the shape steel member 74 with concrete is formed in the web 74B of the shape steel member 74.

  Further, as shown in FIG. 9B, a pair of C-shaped steel (section steel members) 78A, 78B is embedded in the beam 16A so as to be positioned at the end of the stiffening rib 28 in the width direction. The C-shaped steel 78A, 78B and the lateral flange 24A may be joined. In this case, when the stiffening rib 28 is deformed in the out-of-plane direction (arrow A direction) of the corrugated steel plate 18, the tensile force S acts on the C-shaped steel 78A, and the compressive force T acts on the C-shaped steel 78B. Thereby, a bending moment is transmitted between the stiffening rib 28 of the steel seismic wall 10B and the stiffening rib 28 of the steel seismic wall 10C. Each C-shaped steel 78A, 78B has an opening 79 for filling the concrete between the C-shaped steel 78A and the C-shaped steel 78B.

  Furthermore, as shown in FIG. 10, FIG. 11 (A), and FIG. 11 (B), a part of the beam 16A may be made of CFT (Concrete Filled Steel Tube). The beam 16A is composed of a CFT site whose surface is covered with a hollow member 98 (transmission means) and a general RC site. The hollow member 98 made of a square steel pipe is joined to the lateral flanges 24A and 24B of the steel earthquake resistant walls 10B and 10C, respectively, and the stiffening rib 28 of the steel earthquake resistant wall 10B and the stiffening rib 28 of the steel earthquake resistant wall 10C. The bending moment can be transmitted between them. Since the hollow member 98 can be used as a mold, the workability of the beam 16A is improved. The entire beam 16A may be made of CFT.

  Next, a second embodiment will be described. Note that the same components as those in the first embodiment are denoted by the same reference numerals and will be appropriately omitted.

  As shown in FIG. 12, in the second embodiment, a PC steel material 82 (bar steel material) is used as the transmission means. As shown in FIG. 13, a cylindrical sheath tube 84 through which the PC steel material 82 passes is embedded in the beam 16 </ b> A with the vertical direction as the longitudinal direction. The sheath tube 84 is located on both sides of the stiffening rib 28 in the thickness direction (see FIG. 12), and is located on both sides in the out-of-plane direction of the corrugated steel plate 18 (see FIG. 13). A PC steel material 82 made of a PC steel wire, a PC steel rod or the like is disposed. Although not described, a sheath tube similar to the sheath tube 84 described above is also embedded in the beam 16B.

  Through holes through which the PC steel material 82 penetrates are formed in the lateral flange 24A of the steel earthquake resistant wall 10B and the lateral flange 24B of the steel earthquake resistant wall 10C. Screw portions are provided at both ends in the axial direction of the PC steel material 82, and nuts 88 are attached to the screw portions. By tightening the nut 88 and locking it to the lateral flanges 24A and 24B, the PC steel material 82 is held in a state where tension (prestress) is applied. With this PC steel material, the horizontal flange 24A of the steel earthquake-resistant wall 10B and the horizontal flange 24B of the steel earthquake-resistant wall 10C are connected, and the horizontal flange 24A of the steel earthquake-resistant wall 10B and the steel earthquake-resistant wall 10C are connected to the beam 16A. The lateral flanges 24B are crimped (crimped).

  Next, the operation of the second embodiment will be described.

As shown in FIG. 13, by connecting the horizontal flange 24A of the steel earthquake-resistant wall 10B and the horizontal flange 24B of the steel earthquake-resistant wall 10C with a PC steel material 82, the stiffening ribs 28 of the steel earthquake-resistant walls 10B and 10C are connected. Is deformed in the out-of-plane direction (arrow A direction), a tensile force S acts on one PC steel material 82, and a compressive force T acts on the other PC steel material 82, thereby stiffening the steel earthquake resistant wall 10B. A bending moment is transmitted between the rib 28 and the stiffening rib 28 of the steel seismic wall 10C. Thereby, rotation (rotational deformation) of the upper end part of the stiffening rib 28 of the steel earthquake-resistant wall 10B and the lower end part of the stiffening rib 28 of the steel earthquake-resistant wall 10C is suppressed, and the upper end part and the lower end part are fixed. The degree goes up. Therefore, the out-of-plane rigidity imparted to the corrugated steel plate 18 by the stiffening ribs 28 increases, and the shear buckling strength of the steel seismic walls 10B and 10C attached to the frames 12B and 12C increases. Therefore, the shear buckling strength of the steel earthquake resistant walls 10B and 10C can be increased while suppressing the plate thickness, width, number of installations, and the like of the stiffening ribs 28.
In addition, although illustration is abbreviate | omitted, also in the lower part of the steel earthquake-resistant wall 10B, it bends between the stiffening rib 28 of the steel earthquake-resistant wall 10B and the reinforcing rib 28 of the steel earthquake-resistant wall 10A via the PC steel material 82. Moment is transmitted.

  Further, the contact state between the lateral flanges 24A and 24B and the beam 16A is maintained until the tension applied to the PC steel material 82 becomes zero. Therefore, as compared with the case where no tension is applied to the PC steel material 82, the rotation of the lateral flanges 24A and 24B is further suppressed, and the stiffening effect of the stiffening ribs 28 can be enhanced.

  Further, by pressing the lateral flanges 24A and 24B to the beam 16A by the PC steel material 82, the frictional force generated between the beam 16A and the lateral flange 24A is increased. Therefore, since the transmission efficiency of the shearing force between the lateral flanges 24A, 24B and the beam 16A is improved, the seismic performance and damping performance of the steel seismic wall 10B are improved.

  In the present embodiment, the PC steel materials 82 are provided on both sides in the thickness direction of the stiffening ribs 28 and on both sides in the out-of-plane direction of the corrugated steel plate 18, but the present invention is not limited to this. The PC steel material 82 may be appropriately provided as necessary, and at least one PC steel material 82 may be provided. In addition, the sheath tube 84 may be filled with a filler such as grout or mortar to enhance the integrity of the sheath tube 84 and the PC steel material 82, or an afterbond method or an unbond method may be used.

  Further, the sheath tube 84 may be omitted, and the PC steel material 82 may be directly embedded in the beam 16A. When the sheath tube 84 is omitted, for example, as shown in FIGS. 14 (A) and 14 (B), the PC steel material 82 is formed together with the beam reinforcing bar 34 and the shear reinforcing bar 36 at the time of construction of the beam 16A. Install in. At this time, the both ends in the axial direction of the PC steel material 82 are arranged so as to protrude from the upper surface and the lower surface of the beam 16A. Then, after the concrete placed in the mold is cured, the horizontal flange 24B of the steel earthquake resistant wall 10C is placed on the upper surface of the beam 16A, and the PC steel material 82 is passed through the horizontal flange 24B. Next, a nut 88 is attached to the threaded portion of the PC steel material 82, and the nut 88 is tightened to be locked to the lateral flange 24B. As a result, tension is applied to the PC steel material 82, and the lateral flanges 24A and 24B are pressed against the beam 16A. Note that a release agent may be appropriately applied to the PC steel material 82 to prevent adhesion between the PC steel material 82 and the concrete.

  Further, an elastic body may be sandwiched between the lateral flange 24A and the nut 88 and between the lateral flange 24B and the nut 88. For example, in the configuration shown in FIG. 15A, a disc spring 90 as an elastic body is provided between the lateral flange 24 </ b> A and the lateral flange 24 </ b> B and the nut 88. Here, if the beam 16A is bent or contracted (creep deformation or the like), the horizontal flange 24A may be separated from the beam 16A, and a gap may be formed between the beam 16A and the horizontal flanges 24A and 24B. On the other hand, in the configuration shown in FIG. 15A, the clearance between the beam 16A and the lateral flanges 24A and 24B is suppressed by the restoring force of the disc spring 90, and the tension (introduction axial force) applied to the PC steel material 82 is reduced. Therefore, the contact state between the beam 16A and the lateral flanges 24A and 24B is maintained. Therefore, the contact state between the beam 16A and the lateral flanges 24A and 24B is maintained for a long period, that is, the stiffening effect of the stiffening rib 28 is prolonged.

  Here, as can be seen from the spring characteristic 92 (load deformation relation) of a general disc spring shown in FIG. 16, the disc spring has a region R in which the fluctuation of the restoring force is small with respect to the deformation amount. Therefore, by applying a pressure (initial pressure) to the disc spring 90 so that the disc spring 90 is deformed in the region R, a decrease in the tension (axial force) applied to the PC steel material 82 is efficiently suppressed. be able to. Therefore, it is desirable to use the disc spring 90 in the region R. Needless to say, the disc spring 90 may be used in a region outside the region R.

  Note that a spring washer, a corrugated washer, or the like may be used instead of the disc spring 90 as an elastic body. Further, these elastic bodies may be sandwiched between at least one of the side flanges 24A and 24B and the nut 88 and between the side flange 24B and the nut 88.

  By the way, when the tension (axial force) applied to the PC steel material 82 decreases, the frictional force generated between the beam 16A and the lateral flanges 24A and 24B decreases, and the space between the beam 16A and the lateral flanges 24A and 24B. The shearing force transmitted by will decrease. Accordingly, as shown in FIG. 15B, a stud 94 or the like is appropriately provided on the horizontal flanges 24A and 24B, and the stud 94 is embedded in the beam 16A, so that the gap between the beam 16A and the horizontal flange 24A is obtained. The shearing force may be transmitted with.

  Moreover, as a function of PC steel material 82, the function which transmits the bending moment which generate | occur | produces in the stiffening rib 28, and the function which transmits a shearing force mutually between the beams 16A and 16B and the steel earthquake-resistant wall 10B are mentioned. . These two functions may be assigned to the PC steel material 82, or the PC steel material 82 is exclusively responsible for transmitting the bending moment, and studs, adhesives, welding, bolts provided separately from the PC steel material 82. A function of transmitting a shearing force may be provided.

  In this embodiment, tension (prestress) is applied to the PC steel material 82, but this tension can be omitted as appropriate. Moreover, it replaces with the PC steel material 82 as a bar steel material, and a screw rebar, a bolt, a stud bolt, etc. can be used.

  Next, a third embodiment will be described. The same components as those in the first and second embodiments are denoted by the same reference numerals and will be appropriately omitted.

  As shown in FIGS. 17 and 18, in the third embodiment, steel earthquake resistant walls 10A, 10B, and 10C are attached to steel frames 102A, 102B, and 102C. Each of the frames 102A, 102B, and 102C has a ramen structure including left and right columns 104A and 104B made of square steel pipes and upper and lower beams 106A and 106B made of H-shaped steel. The beams 106 </ b> A and 106 </ b> B are configured by a pair of opposing flanges 108 and a web 110 that connects these flanges 108.

  The upper and lower beams 106A and 106B and the steel seismic wall 10B are friction-joined by high-strength bolts 112 and nuts 114, so that shear force can be transmitted between the beams 106A and 106B and the corrugated steel plate 18.

  The beams 106A and 106B are provided with a steel plate 116 as a transmission means. Each steel plate 116 is provided between the opposing flanges 108, and is between the stiffening ribs 28 of the steel earthquake resistant walls 10A, 10B, and 10C (the stiffening rib 28 of the steel earthquake resistant wall 10A and the steel Between the stiffening ribs 28 of the seismic wall 10B and between the stiffening ribs 28 of the steel seismic wall 10B and the stiffening ribs 28 of the steel seismic wall 10C). In the present embodiment, the steel plate 116 is provided in the same plane as each of the stiffening ribs 28.

  The steel plate 116 is joined to the flange 108 and the web 110 of each beam 106A, 106B by welding or the like. Further, the steel plate 116 is embedded in the concrete 118 placed between the flanges 108 of the beams 106A and 106B, and the deformation of the steel plate 116 in the out-of-plane direction is suppressed by the concrete 118. . Further, studs 32 are provided upright on the steel plate 116, and the integrity of the steel plate 116 and the concrete 118 is enhanced by the studs 32. Via the steel plate 116, between the stiffening rib 28 of the steel seismic wall 10A and the stiffening rib 28 of the steel seismic wall 10B, and between the steel seismic wall 10B and the steel seismic wall 10C. The bending moment can be transmitted.

  Note that mortar, grout, adhesive, or the like can be used instead of the concrete 118. Further, a deformed reinforcing bar may be used instead of the stud 32, or the surface of the steel plate 116 may be provided with unevenness to enhance the integrity of the steel plate 116 and the concrete 118. The concrete 118 and the stud 32 can be omitted as appropriate.

  Next, the operation of the third embodiment will be described.

  As shown in FIG. 18, a steel plate 116 is provided between the flanges 108 of the beam 106A. Thereby, when the corrugated steel plate 18 of the steel shear walls 10B and 10C is deformed in the out-of-plane direction (arrow A direction), the tensile force S acts on one end in the width direction of the steel plate 116, and the other A compressive force T acts on the width direction end of the steel plate, and a bending moment is transmitted between the stiffening rib 28 of the steel earthquake-resistant wall 10B and the stiffening rib 28 of the steel earthquake-resistant wall 10C. Thereby, rotation (rotational deformation) of the upper end part of the stiffening rib 28 of the steel earthquake-resistant wall 10B and the lower end part of the stiffening rib 28 of the steel earthquake-resistant wall 10C is suppressed, and the upper end part and the lower end part are fixed. The degree goes up. Accordingly, the out-of-plane rigidity imparted to the corrugated steel sheet 18 by the stiffening rib 28 is increased.

  Although illustration is omitted, also in the lower part of the steel earthquake resistant wall 10B, between the stiffening rib 28 of the steel earthquake resistant wall 10B and the stiffening rib 28 of the steel earthquake resistant wall 10A via the steel plate 116. The bending moment is transmitted with.

In this embodiment, since the steel plate 116 is embedded in the concrete 118, the out-of-plane rigidity of the steel plate 116 is increased. Further, the concrete 118 itself resists the rotation of the lateral flanges 24A and 24B. Therefore, the fixing degree of the upper end portion and the lower end portion of the stiffening rib 28 is increased, and the stiffening effect of the stiffening rib 28 is improved.
When the floor slab is constructed on the beam 106A, as described above, the connecting member 68 and the hunch are provided between the beam 106A and the floor slab to suppress the rotation of the beam 106A, and the end portion of the stiffening rib 28 is provided. It is also possible to increase the degree of fixation.

  Moreover, in this embodiment, although the flat steel plate 116 was used as a transmission means, it replaced with the steel plate 116, shaped steel members, such as T-shaped steel, L-shaped steel, and C-shaped steel, a square steel pipe, A hollow steel material such as a round steel pipe can be used. Furthermore, you may connect the horizontal flange 24A of the steel earthquake-resistant wall 10B and the horizontal flange 24B of the steel earthquake-resistant wall 10C with the PC steel material 82 as shown in FIG. At this time, tension may be applied to the PC steel material and the lateral flanges 24A and 24B may be crimped to the flanges 108 of the beams 106A and 106B.

  Next, a fourth embodiment will be described. Note that the same components as those in the first to third embodiments are denoted by the same reference numerals and will be appropriately omitted.

  As shown in FIGS. 19 and 20, steel quake-resistant walls 120A, 120B, and 120C are arranged on the frames 12A, 12B, and 12C. Since these steel earthquake resistant walls 120A, 120B, and 120C have the same configuration, the steel earthquake resistant wall 120B will be described in detail below.

  The steel seismic wall 120B includes a plurality of structural steel members 122 arranged vertically and horizontally. As shown in FIG. 24, each shape steel member 122 is made of C-shaped steel, and includes a web 122A (steel plate) and a pair of flanges 122B provided on the long sides of the web 122A. As the shape steel member 122, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.), or the like is used.

  As shown in FIG. 20, the structural steel members 122 adjacent in the vertical direction are arranged with their flanges 122B facing each other, and are frictionally joined by high-strength bolts 124 and nuts 126, and between these flanges 122B. Shear force can be transmitted.

  The structural steel members 122 adjacent in the horizontal direction are connected by a connecting member 134. The connecting member 134 includes a T-shaped steel made up of a web 134A and a flange 134B, and mounting flanges 134C (end flanges) joined to both ends of the T-shaped steel in the material axial direction. As shown in FIG. The flange 134B of the connecting member 134 is disposed across the web 122A of the structural member 122 adjacent in the horizontal direction, and is frictionally joined by a high-strength bolt 136 and a nut 138 that penetrate the web 122A and the flange 134B. Has been. Thereby, a shearing force can be transmitted between the structural steel members 122 adjacent in the horizontal direction.

  The web 134A (stiffening rib) of the connecting member 134 extends in the vertical direction along the flange 134B of the connecting member 134 and protrudes out of the plane of the web 122A of the structural steel member 122 from the flange 134B. Out-of-plane rigidity is imparted to the web 122A of each shape steel member 122 by the web 134A. That is, the web 134 </ b> A of the connecting member 134 functions as a stiffening rib that prevents shear buckling of the web 122 </ b> A of each shape steel member 122.

  As shown in FIG. 19, vertical flanges 144 </ b> A and 144 </ b> B are provided on the left and right vertical sides of the steel earthquake resistant wall 120 </ b> B configured by the plurality of shaped steel members 122 as described above. The vertical flanges 144A and 144B are made of T-shaped steel, and the studs 26 protruding from the vertical flanges 144A and 144B are embedded in the columns 14A and 14B, thereby being fixed to the columns 14A and 14B. The vertical flanges 144A and 144B are overlapped with the web 122A of the shaped steel member 122 and are friction-joined by high strength bolts 146 and nuts (not shown). As a result, the steel seismic walls 120B are attached to the left and right columns 14A and 14B, and a shearing force can be transmitted between the left and right columns 14A and 14B and the steel seismic walls 120B.

  A hollow member 50 (transmission means) is embedded in the beams 16A and 16B. Between the webs 134A of the steel seismic walls 120A, 120B, 120C (between the web 134A of the steel seismic wall 10A and the web 134A of the steel seismic wall 10B, and between the web 134A and the steel seismic wall of the steel seismic wall 10B) 10C web 134A).

  Here, the hollow member 50 embedded in the upper beam 16A will be described in detail. Note that the hollow member 50 embedded in the lower beam 16B has the same configuration as the hollow member 50 embedded in the upper beam 16A, and thus the description thereof is omitted.

  As shown in FIG. 20, the upper and lower bottom walls 50 </ b> A of the hollow member 50 are in contact with the flange 122 </ b> B of the shaped steel member 122 and the mounting flange 134 </ b> C of the connecting member 134 that constitute the steel earthquake resistant walls 120 </ b> B and 120 </ b> C. . The bottom wall 50A, the flange 122B, and the mounting flange 134C are joined by a bolt 130 and a nut 131. The hollow member 50 transmits a bending moment between the web 134A (stiffening rib) of the connecting member 134 of the steel seismic wall 120B and the web 134A (stiffening rib) of the connecting member 134 of the steel seismic wall 120C. It is possible. The nut 131 is a bottomed nut so that concrete does not enter the nut 131, and is fixed in advance to the upper and lower bottom walls 50A by welding or the like.

  Next, the operation of the fourth embodiment will be described. In addition, since the effect | action of steel earthquake-resistant wall 120A, 120B, 120C is the same, it demonstrates focusing on the effect | action of steel earthquake-resistant wall 120B, and omits suitably the effect | action of steel earthquake-resistant wall 120A, 120C.

  When an external force acts on the frames 12A, 12B, and 12C due to wind, earthquake, or the like, a shearing force is transmitted to the steel seismic walls 120A, 120B, and 120C attached to the frames 12A, 12B, and 12C. The web 122A undergoes shear deformation. Thereby, the web 122A of each shape steel member 122 resists an external force, and exhibits seismic performance. In addition, by designing the web 122A to yield with respect to external force, vibration energy is absorbed by the hysteresis energy of the steel material, and vibration damping performance is exhibited.

  Here, as shown in FIG. 20, by transmitting a bending moment between the web 134 </ b> A of the steel seismic wall 120 </ b> B and the web 134 </ b> A of the steel seismic wall 120 </ b> C by the hollow member 50, When the web 122A is deformed in the out-of-plane direction (arrow A direction), the tensile force S acts on the side wall 50B of the hollow member 50, and the compressive force T acts on the side wall 50C of the hollow member 50. A bending moment is transmitted between the web 134A of 120B and the web 134A of the steel seismic wall 120C. Thereby, rotation (rotational deformation) of the upper end part of the web 134A of the steel seismic wall 120B and the lower end part of the web 134A of the steel seismic wall 120C is suppressed, and the degree of fixation thereof is increased. Accordingly, the out-of-plane rigidity imparted to each shape steel member 122 by the web 134A of the connecting member 134 is increased, and the shear buckling strength of the steel seismic walls 120B and 120C attached to the frames 12B and 12C is increased. Therefore, the shear buckling strength of the steel earthquake resistant wall 120B can be increased while suppressing the plate thickness, width, number of installations, and the like of the web 134A of the connecting member 134. Although not shown, a bending moment is transmitted through the hollow member 50 between the web 134A of the steel seismic wall 120B and the web 134A of the steel seismic wall 120A also in the lower part of the steel seismic wall 120B. The

  Moreover, by comprising the steel earthquake-resistant wall 120B with the some structural steel member 122, conveyance of each structural steel member 122, lifting, etc. become easy, and workability | operativity improves.

  In this embodiment, the shape steel members 122 are arranged vertically and horizontally, but the shape steel members 122 may be arranged at least vertically. Further, the shape steel member 122 is not limited to the C-shape steel, and an H-shape steel, an I-shape steel, a square steel pipe, or the like can be used.

  Next, a modified example of the method for attaching the steel shear wall will be described. Hereinafter, although the steel earthquake resistant wall 10B which concerns on 2nd Embodiment is demonstrated to an example, this attachment method is applicable also to 1st, 3rd, and 4th embodiment.

  As shown in FIGS. 21A and 21B, the steel earthquake resistant wall 10B can be divided as appropriate. That is, the corrugated steel plate constituting the steel shear wall 10B is divided into a corrugated steel plate 18A constituting the corrugated steel plate body and a corrugated steel plate 18B constituting the lower portion of the corrugated steel plate. As shown in FIG. 21 (A), they are integrated by welding in the field. In addition, although description is abbreviate | omitted, a corrugated steel plate main body and the upper part of a corrugated steel plate can also be divided | segmented.

  At the lower end of the corrugated steel plate 18A, a joining flange 152 is provided, and the corrugated steel plate 18B is welded to the joining flange 152. Further, the stiffening rib 28A of the corrugated steel plate 18A and the stiffening rib 28B of the corrugated steel plate 18B are welded to the joining flange 152, respectively, and a bending moment can be transmitted between the stiffening rib 28A and the stiffening rib 28B. It has become. Further, a lateral flange 24B is provided at the lower end of the corrugated steel plate 18B.

  Further, as shown in FIGS. 22A and 22B, a joining plate 154 is provided on each of the lateral flanges 24A and 24B, and the joining plate 154 and the corrugated steel plate 18 are connected to the high strength bolt 156 and the nut 158. May be joined. The upper end portion and the lower end portion of the stiffening rib 28 are joined to the lateral flanges 24A and 24B by welding or the like, respectively, so that a bending moment can be transmitted. Note that the symbol X in FIG. 22A indicates the welding location between the end of the stiffening rib 28 and the lateral flange 24A.

  Furthermore, as shown in FIG. 23, FIG. 24 (A), and FIG. 24 (B), the corrugated steel sheet 160 for bonding is superimposed on each of the divided corrugated steel sheet 18A and corrugated steel sheet 18B, and a high strength bolt 156 and You may join with the nut 158. In this way, by using the corrugated steel sheet 160 for joining having the same shape as the corrugated steel sheets 18A and 18B, the contact area between the corrugated steel sheets 18A and 18B and the corrugated steel sheet 160 for joining becomes large. The stress transmission between the two becomes good. Further, the corrugated steel sheet 160 for joining has the same mechanical properties (weak vertical rigidity and excellent shear deformation performance) as the corrugated steel sheets 18A and 18B. Is not hindered, and the performance of the steel shear wall 10 can be maintained. The stiffening rib 28A and the stiffening rib 28B are joined by welding or the like, so that a bending moment can be transmitted. Note that the symbol X in FIGS. 23 and 24B indicates the welding location between the stiffening rib 28A and the stiffening rib 28B.

  As described above, by dividing the steel earthquake-resistant wall 10B, the transportability and liftability of the steel earthquake-resistant wall 10B are improved and the workability is improved. In particular, it is suitable when the beam 16A is precast, that is, when the divided corrugated steel plate 18B and the beam 16A are integrally manufactured in a factory or the like.

  In addition, the upper and lower parts of the corrugated steel sheet are installed together with the beam, and the corrugated steel sheet body is installed after the concrete of the beam is hardened, so that it is introduced into the corrugated steel sheet body due to axial contraction of the column, deflection of the beam, etc. Axial force can be reduced. Further, the axial contraction of the column, the deflection of the beam, and the like can be absorbed and adjusted by the welded portion X or the like. Therefore, the seismic performance and vibration control performance of the steel seismic wall can be improved.

  In the first to fourth embodiments, the transmission means is provided on the upper and lower beams. However, the transmission means may be provided on at least one of the upper and lower beams. For example, in the first embodiment, the hollow member 50 may be provided only on the beam 16A, or the hollow member 50 may be provided only on the beam 16B. The beams 16A and 16B may be appropriately provided with beam reinforcing bars and shear reinforcing bars, and are not limited to those described above.

  Moreover, the steel earthquake-resistant wall should just be joined to at least the upper and lower beams, and does not necessarily have to be joined to the left and right columns. For example, in the first embodiment, the vertical flange 22A and the column 14A, and the vertical flange 22B and the column 14B of the steel earthquake resistant wall 10B may not be joined, or the vertical flange 22A and the column 14A and the vertical flange 22B and the column. Only one of 14B may be joined. In this case, the vertical flanges 22A and 22B and the columns 14A and 14B may be brought into contact with each other, or a gap or an opening may be provided between the vertical flanges 22A and 22B and the columns 14A and 14B. By providing gaps and openings, it is possible to provide equipment openings such as equipment wiring and piping, and doorways in the frame 12B. In the case where the steel earthquake resistant wall and the left and right columns are not joined, the steel earthquake resistant wall functions as an intermediate column. That is, the steel shear wall can also be used as an earthquake resistant stud.

  Further, as shown in FIG. 2, the upper and lower ends (lateral sides) of the corrugated steel sheet 18 are located on the left side of the corrugated steel sheet 18 from the central axis of the corrugated steel sheet 18, and the beam is passed through the lateral flanges 24A and 24B. Although it is joined to 16A and 16B, it is not limited to this. The upper and lower end portions of the corrugated steel sheet 18 can be provided at a position deviated from the central axis of the corrugated steel sheet 18 in the out-of-plane direction of the corrugated steel sheet 18. The upper end portion of the steel plate 18 is provided, and the lower end portion of the corrugated steel plate 18 can be provided at a position deviated from the central axis to the left side in the drawing. That is, the upper and lower end portions of the corrugated steel sheet 18 can be provided on one side of the central axis of the corrugated steel sheet 18 or can be provided alternately with the central axis of the corrugated steel sheet 18 interposed therebetween. In addition, the corrugated steel plate 18 has a corrugated shape in which peaks and troughs are alternately continued, and the central axis of the corrugated steel plate 18 is a virtual axis extending in the vertical direction, which is in the middle of the peaks and troughs. Is the axis.

  Further, the corrugated steel plate 18 and the corrugated steel plate 160 for bonding described above can have cross-sectional shapes as shown in FIGS. 25 (A) to 25 (D). Further, the shape of the stiffening rib 28 is not limited to a plate shape, and various types of steel shapes, round steel bars, steel pipes and the like can be used. The beams 16A and 16B may be appropriately provided with beam reinforcing bars and shear reinforcing bars, and are not limited to those described above.

  Furthermore, it is desirable to attach the steel shear wall to the frame at the final stage of the frame construction. This is because the axial force introduced into the steel shear wall can be reduced by the axial contraction of the columns and the deflection of the beams that occur at the beginning of the construction of the frame. When a corrugated steel sheet is used, the construction time is not particularly limited because it can follow axial deformation (vertical deformation) by the accordion effect.

  In addition, the columns and beams constituting each frame are not limited to reinforced concrete structures, but steel reinforced concrete structures, prestressed concrete structures, steel frame structures, CFT structures, and various methods such as on-site methods and precast methods may be used. it can. Further, a steel earthquake resistant wall may be attached to a concrete slab or a small beam instead of the beam.

  Furthermore, the steel shear walls according to the first to fourth embodiments may be used for a part of the building or for all of them. In addition, the present invention can be applied to new buildings and renovated buildings having various structures such as seismic structures and seismic isolation structures. By installing these steel seismic walls, it is possible to construct a building with improved seismic performance and vibration control performance.

  The first to fourth embodiments of the present invention have been described above, but the present invention is not limited to such embodiments, and the first to fourth 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.

11 Building 12A Frame (1st frame, 2nd frame)
12B frame (first frame, second frame)
12C frame (first frame, second frame)
16A Beam (horizontal member)
16B Beam (horizontal member)
18 Corrugated steel sheet (1st steel sheet, 2nd steel sheet)
24A Horizontal flange (end flange)
24B Horizontal flange (end flange)
28 Stiffening ribs (first stiffening rib, second stiffening rib)
50 Hollow member (steel material, transmission means)
62 Hollow member (steel material, transmission means)
64 Joint part 74 Shaped steel member (steel material, transmission means)
78A C-shaped steel (steel material, shaped steel member, transmission means)
78B C-shaped steel (steel material, shaped steel member, transmission means)
82 PC steel (bar steel, steel, transmission means)
90 Belleville spring (elastic body)
98 Square steel pipe (steel material, shaped steel member, transmission means)
102A frame (first frame, second frame)
102B frame (first frame, second frame)
102C frame (first frame, second frame)
106A Beam (horizontal member)
106B Beam (horizontal member)
116 Steel plate (steel material, transmission means)
122A Web (steel plate)
134A Web (stiffening rib)
134C Mounting flange (end flange)

Claims (10)

A first steel plate attached to the first frame;
A first stiffening rib provided on a plate surface of the first steel plate and extending in a vertical direction;
A second steel plate attached to a second frame constructed on the first frame;
A second stiffening rib provided on the plate surface of the second steel plate and extending in the vertical direction;
A horizontal member constituting the first frame, provided on the horizontal member between the first steel plate and the second steel plate, between the first stiffening rib and the second stiffening rib. A transmission means for transmitting the bending moment at
Steel plate connection structure comprising   The transmission means is disposed between the first stiffening rib and the second stiffening rib, and a first end flange and the second stiffening rib joined to the upper end of the first stiffening rib. The steel plate connection structure of Claim 1 which has a steel material which connects the 2nd end part flange joined to the lower end part of this.   The steel plate connection structure according to claim 2, wherein the steel material is a shaped steel member that is embedded in the horizontal member made of concrete and is joined to the first end flange and the second end portion.   The steel plate connection structure according to claim 2, wherein the steel material is a hollow member that is embedded in the horizontal member made of concrete and is joined to the first end flange and the second end flange.   The transmission means is a steel bar connected to a first end flange joined to the upper end of the first stiffening rib and a second end flange joined to the lower end of the second stiffening rib. The steel plate connection structure according to claim 1.   The steel plate connection structure according to claim 5, wherein the steel bar is a PC steel connected to the first end flange and the second end flange in a state where tension is applied. The PC steel material penetrates through the first end flange and the second end flange, and the first end flange and the second end by nuts attached to screw portions provided at both axial end portions of the PC steel material. Connected to the two end flanges,
The steel plate connection structure according to claim 6, wherein an elastic body is sandwiched between at least one of the first end flange and the second end flange and the nut.   The steel material is embedded in the horizontal member made of concrete along a material axis direction of the horizontal member, and an end portion of the steel material reaches a joint portion of the horizontal member and a column. The steel plate connection structure according to any one of the above.   The steel plate connection structure according to any one of claims 1 to 8, wherein at least one of the first steel plate and the second steel plate is a corrugated steel plate.   The building which has the steel plate connection structure of any one of Claims 1-9.

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