JP2011032677A - Steel member joining structure, earthquake-resisting steel wall, structure with earthquake-resisting steel wall, and construction method of earthquake-resisting steel wall - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To absorb a construction error at a joint part of end flanges. <P>SOLUTION: A filler 28 is filled between the end flanges 22A, 22B of steel members 18 adjoining in a vertical direction. The filler 28 is hardened to join the end flanges 22A, 22B. Specifically, the filler 28 is mortar, grout or an adhesive and is filled in a hole formed in each of the end flanges 22A, 22B. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a steel member joint structure, a steel earthquake resistant wall, a structure having the steel earthquake resistant wall, and a construction method of the steel earthquake resistant wall.

  As an earthquake-resistant element provided in a structure, an earthquake-resistant wall composed of a plurality of steel plate blocks has been proposed (for example, Patent Document 1). This earthquake resistant wall includes steel plate blocks having a C-shaped cross section that are stacked in the vertical direction, and is configured by joining end flanges provided at end portions of adjacent steel plate blocks with high-strength bolts or the like. Thus, by comprising an earthquake-resistant wall with a some steel plate block, the conveyance property and lifting property of a steel plate block improve.

  Here, in the friction joining with the high-strength bolt, since the shearing force is transmitted by the frictional force generated between the flanges, it is necessary to ensure the adhesion between the flanges. However, if an error occurs in the construction of the frame or the installation of the steel plate block, the degree of adhesion between the flanges is reduced, leading to a reduction in shearing force transmission efficiency.

JP-A-11-293950

  In consideration of the above-described facts, an object of the present invention is to make it possible to absorb construction errors at the joint portion of the end flange.

  The steel member joining structure according to claim 1 is filled with a filler between the first end flange of the first steel member and the second end flange of the second steel member, and cured. The first end flange and the second end flange are joined together.

  According to said structure, a filler is filled between the 1st end part flange of a 1st steel member, and the 2nd end part flange of a 2nd steel member. When the filler is cured, the filler adheres to the first end flange and the second end flange, and the first end flange and the second end flange are joined to transmit shearing force. The

  Here, in the present invention, since the space between the first end flange and the second end flange is filled with the filler, it is not necessary to bring the first end flange and the second end flange into close contact with each other. Therefore, the construction error of the frame and the installation error of the first steel member and the second steel member can be absorbed at the joint between the first end flange and the second end flange.

  Moreover, since it is not necessary to adhere | attach a 1st end flange and a 2nd end flange unlike the frictional joining by a high strength volt | bolt, it is calculated | required by the contact surface of a 1st end flange and a 2nd end flange. Processing accuracy is reduced. Therefore, the manufacturability of the first end flange and the second end flange is improved, and the manufacturing cost can be reduced.

  The steel member joining structure according to claim 2 is the steel member joining structure according to claim 1, wherein the filler is mortar, grout, or an adhesive, and the first end flange and the second A hole formed in each of the end flanges is filled.

  According to said structure, the filler is mortar, grout, or an adhesive agent. The filler is filled between the first end flange and the second end flange, and is filled in a hole formed in each of the first end flange and the second end flange.

  Here, by filling the hole with the filler, the hardened filler functions as a shearing force transmission mechanism such as a cotter or a shear pin, and therefore, between the first end flange and the second end flange. The transmission efficiency of shear force is improved.

  The steel member joining structure according to claim 3 is the steel member joining structure according to claim 1, wherein the first stopper portion provided on the first end flange and the second end flange are used to Projecting toward the first flange and being spaced apart from the first stopper portion, the relative displacement between the first end flange and the second end flange is restricted by hitting the first stopper portion. And a second viscoelastic body that cures after being filled with the filler.

  According to said structure, the 1st stopper part is provided in the 1st end part flange. On the other hand, the second end flange is provided with a second stopper portion that protrudes toward the first end portion flange and that is spaced apart from the first stopper portion. When the second stopper portion hits the first stopper portion, the relative displacement between the first end flange and the second end flange is restricted. In other words, the first end flange and the second end flange can be relatively displaced until the first stopper portion hits the second stopper portion.

  The filler is a liquid viscoelastic body. The liquid viscoelastic body is cured after being filled between the first end flange and the second end flange to become a viscoelastic body, and the relative displacement between the first end flange and the second end flange is reduced. Accompanying shear deformation. As a result, energy that causes relative displacement between the first end flange and the second end flange is absorbed. On the other hand, when the amount of relative displacement between the first end flange and the second end flange increases, the first stopper portion hits the second stopper portion, and the relative displacement between the first end flange and the second end flange is restricted. Is done. Thereby, the shear deformation of the viscoelastic body does not increase any more, and the shearing force is transmitted between the first end flange and the second end flange via the first stopper portion and the second stopper portion. The

  Therefore, for example, when a steel earthquake-resistant wall is constituted by the first steel member and the second steel member, the viscoelastic body (cured liquid viscoelastic body) is sheared against slight vibration such as wind and traffic vibration. By deforming, vibration energy can be absorbed. On the other hand, with respect to large vibrations such as earthquakes, the first steel member and the second steel member are formed by restricting the relative displacement between the first end flange and the second end flange by the first stopper portion and the second stopper portion. Steel members resist seismic forces and exhibit seismic performance and vibration control performance. Therefore, the living performance can be improved while maintaining the earthquake resistance performance and the vibration control performance.

  A steel member joining structure according to a fourth aspect is the steel member joining structure according to the third aspect, wherein the first stopper portion is a hole wall of a hole portion into which the second stopper portion is inserted.

  According to said structure, the 1st stopper part is made into the hole wall of the hole provided in the 1st end part flange. The second stopper portion is inserted into the hole portion, and is arranged with a space from the hole wall of the hole portion. And when the 2nd stopper part touches a hole wall, relative displacement with the 1st end flange and the 2nd end flange is controlled, and the 1st steel member and the 2nd steel member are seismic performance, vibration control performance To demonstrate. Accordingly, the living performance can be improved with a simple configuration.

  Moreover, the hole part in which a 2nd stopper part is inserted can be diverted as a filling port of a liquid viscoelastic body. Therefore, the trouble of providing the filling port of the liquid viscoelastic body in the first end flange and the second end flange is reduced.

  The steel seismic wall according to claim 5 is attached to the frame, and the first steel member and the second to which the steel member joining structure according to any one of claims 1 to 4 is applied. A steel member is provided.

  According to said structure, the 1st steel member and 2nd steel member attached to a frame are provided. The steel member joining structure according to claim 1 or 2 is applied to the first steel member and the second steel member. In other words, the first end flange of the first steel member and the second end flange of the second steel member are filled between the first end flange and the second end flange. It is joined by the material.

  Here, when an external force such as an earthquake acts on the frame, a shearing force is transmitted between the first end flange and the second end flange via the filler. Thereby, a 1st steel member and a 2nd steel member resist external force, and exhibit seismic performance. Moreover, by yielding the first steel member and the second steel member with respect to the external force, vibration energy is absorbed by the hysteresis energy of the steel material, and a damping effect is exhibited. Therefore, it is possible to construct a steel earthquake resistant wall with improved workability.

  The steel earthquake-resistant wall according to claim 6 is the steel earthquake-resistant wall according to claim 5, wherein the first steel member and the second steel member are C-shaped steel, and the first steel member and The second steel members are arranged in the vertical direction, and the respective openings are arranged in opposite directions.

  According to said structure, the 1st steel member and the 2nd steel member are C-shaped steel, and each opening is arrange | positioned toward the opposite direction. That is, the first steel member and the second steel member are arranged so as to have a corrugated shape in a side sectional view. Thereby, the rigidity of the 1st steel member and the 2nd steel member of the up-down direction (vertical direction) reduces, and the 1st steel member and the 2nd steel member can be expanded-contracted like an accordion in the up-down direction. .

  Therefore, the axial force introduced into the first steel member and the second steel member is reduced by creep deformation or bending deformation of the beams, floor slabs, columns, etc. constituting the frame. Moreover, since the restraint of the beam and the floor slab by the first steel member and the second steel member is reduced, the deformation performance (toughness) of the frame is improved. Therefore, seismic performance and vibration control performance are improved.

  The steel earthquake-resistant wall according to claim 7 is the steel earthquake-resistant wall according to claim 5 or 6, wherein the first steel member and the second steel member are horizontal members constituting the frame. Is attached.

  According to said structure, a 1st steel member and a 2nd steel member are attached to the horizontal member which comprises a frame. That is, since it is the structure which does not attach a 1st steel member and a 2nd steel member to the pillar which comprises a frame, it can arrange | position a 1st steel member and a 2nd steel member in the predetermined position between pillars. it can. Therefore, the freedom degree of arrangement | positioning of a 1st steel member and a 2nd steel member improves. Moreover, opening, such as equipment opening, can be provided by arrange | positioning a 1st steel member and a 2nd steel member at intervals with a pillar.

  A steel member joint structure according to an eighth aspect is the steel member joint structure according to the first or second aspect, wherein a reinforcing material is mixed in the filler.

  According to said structure, the reinforcing material is mixed in the filler. Since the reinforcing material improves the shear strength and shear strength of the filler, the transmission efficiency of the shear force between the first end flange and the second end flange is improved.

  The structure of Claim 9 has the steel earthquake-resistant wall of any one of Claims 5-7.

  According to said structure, it has the steel earthquake-resistant wall of any one of Claims 5-7. Therefore, a structure with improved workability can be constructed.

  The construction method of the steel earthquake-resistant wall according to claim 10 includes a mounting step in which the first steel member and the second steel member are arranged in the vertical direction and attached to the frame, and the first end flange of the first steel member. And the second end flange of the second steel member, and the hole formed in each of the first end flange and the second end flange is filled with a filler and cured, A joining step of joining the first end flange and the second flange.

  According to said structure, the attachment process and the joining process are provided. In the attaching step, the first steel member and the second steel member are arranged in the vertical direction and attached to the frame. In the joining step, formed between the first end flange of the first steel member and the second end flange of the second steel member, and at each of the first end flange and the second end flange. The first end flange and the second flange are joined by filling the hole with a filler and curing. Therefore, since the construction error can be absorbed between the first end flange and the second end flange, the workability is improved.

  Moreover, since it is not necessary to adhere | attach a 1st end flange and a 2nd end flange unlike the frictional joining by a high strength volt | bolt, it is calculated | required by the contact surface of a 1st end flange and a 2nd end flange. Processing accuracy is reduced. Therefore, the manufacturability of the first end flange and the second end flange is improved, and the manufacturing cost can be reduced.

  Furthermore, since the hardened filler functions as a shearing force transmission mechanism such as a cotter or a shear pin by filling the hole with a filler, the shear between the first end flange and the second end flange is performed. Power transmission efficiency is improved. In addition, you may perform any process first in the attachment process and joining process in this invention.

  Since this invention was set as said structure, it can absorb a construction error in the junction part of an end flange.

It is an elevational view showing a steel earthquake resistant wall according to the first embodiment. FIG. 1 is a sectional view taken along line 1-1 of FIG. FIG. 2 is a sectional view taken along line 2-2 of FIG. It is an enlarged view of FIG. 1 which shows the junction part of the 1st steel member and 2nd steel member which concern on 1st Embodiment. It is a sectional side view which shows the steel earthquake-resistant wall which concerns on 2nd Embodiment. It is an elevation view which shows typically the steel earthquake-resistant wall which concerns on 2nd Embodiment, (A) is the state before compression, (B) is the state after compression. It is a perspective view which shows typically the steel shear wall which concerns on 2nd Embodiment, (A) is the state before a shear deformation, (B) is the state after a shear deformation. It is a figure which shows the steel earthquake-resistant wall which concerns on 3rd Embodiment, (A) is an expanded elevation view which shows the junction part of a 1st steel member and a 2nd steel member, (B) is FIG. It is 8-8 line sectional drawing of (A). It is an elevation which shows the deformation | transformation state of the steel earthquake-resistant wall which concerns on 3rd Embodiment. (A) And (B) is an expanded elevation view which shows the junction part of the 1st steel member and the 2nd steel member which show the modification of the steel earthquake-resistant wall which concerns on 3rd Embodiment. It is an elevation 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 an enlarged elevation view which shows the junction part of a 1st steel member and a 2nd steel member, (B) FIG. 13 is a sectional view taken along line 9-9 of FIG. It is an expanded sectional side view which shows the modification of the steel earthquake-resistant wall which concerns on 1st Embodiment.

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

  First, the first embodiment will be described.

  A steel earthquake resistant wall 10 is attached to the frame 12 of the structure shown in FIG. The frame 12 has a rigid frame structure composed of upper and lower beams (horizontal members) 14 and left and right columns 16. These columns 16 and beams 14 are reinforced concrete.

  The steel earthquake resistant wall 10 includes a plurality of steel members 18 (first steel member, second steel member) arranged vertically and horizontally. The steel member 18 is made of C-shaped steel, and includes a web 20 and end flanges 22A and 22B (first end flange and second end flange) provided at upper and lower ends of the web 20. Yes. For the steel member 18, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.), or the like is used.

  As shown in FIGS. 4 (A) and 4 (B), the steel members 18 adjacent in the vertical direction are arranged so that the end flanges 22A and the end flanges 22B face each other. A spacer 24 is disposed between the end flange 22A and the end flange 22B, and a gap (hereinafter referred to as “filling space 26”) is formed between the end flange 22A and the end flange 22B. Has been. The filling space 26 is filled with a filler 28 such as mortar, grout, or adhesive. The filler 28 adheres to the end flanges 22A and 22B, thereby joining the end flanges 22A and 22B. The spacer 24 is disposed along the peripheral edges of the end flange 22A and the end flange 22B so that the filler 28 does not leak from the filling space 26. As the spacer 24, a steel or wooden frame material, an air tube made of an elastic body, or the like can be used.

  The end flange 22A and the end flange 22B are respectively formed with holes 30 and 32 filled with the filler 28. The hole 30 passes through the end flange 22B, and is closed by a lid 34 provided on the upper surface of the end flange 22B. The hole 32 passes through the end flange 22A and is closed by a lid 34 provided on the lower surface of the end flange 22A. The lid 34 prevents the filler 28 filled in the holes 30 and 32 from leaking out. When these holes 30 and 32 and the filler 28 filled in the above-described filling space 26 are cured, the adjacent end flange 22A and the end flange 22B are joined so as to transmit shearing force.

  The hole 32 that is not closed by the lid 34 is used as an inlet (arrow X) for the filler 28 or as a filling confirmation port (arrow Y) for the filler 28. Although not shown, the spacer 24 may be provided with an inlet for filling material 28 and a filling confirmation port.

  On the other hand, as shown in FIGS. 2 and 3, the steel members 18 adjacent in the horizontal direction are connected by a connecting member 36. The connecting member 36 is T-shaped steel and is disposed on the back side of the steel member 18 with the longitudinal direction being the vertical direction (vertical direction), and is configured by joining a web 36A and a flange 36B. The flange 36 </ b> B is disposed across the web 20 of the adjacent steel member 18, and is frictionally joined to each of the webs 20 with a high-strength bolt 38 and a nut 40. The web 36 </ b> A joined to the flange 36 </ b> B protrudes toward the out-of-plane direction of the steel member 18. The web 36A imparts out-of-plane rigidity (out-of-plane direction rigidity) to the web 20 of each steel member 18. That is, the shear buckling strength of the web 20 of the steel member 18 is increased, and the shear buckling of the web 20 is suppressed. The web 36A can be omitted as appropriate.

  As shown in FIG. 1, the upper and lower ends of the steel earthquake resistant wall 10 are attached to the beam 14 via a lateral attachment member 42. The lateral mounting member 42 is a T-shaped steel including a web 42A and a flange 42B provided at an end of the web 42A. The horizontal mounting member 42 is provided on the lower surface of the upper beam 14 and the upper surface of the lower beam 14, respectively. Is provided. A stud 44 (see FIG. 2) as a shearing force transmission mechanism protrudes from the end flange 22B of the horizontal mounting member 42. By embedding this stud 44 in the beam 14, the horizontal mounting member 42 is fixed to the beam. 14 is fixed. The web 20 of the steel member 18 constituting the upper end portion of the steel earthquake resistant wall 10 is frictionally joined to the web 42A joined to the flange 42B by a high strength bolt 38 and a nut 40. Thereby, the steel earthquake-resistant wall 10 and the beam 14 are joined so that shear force can be transmitted. The connecting member 36 and the lateral mounting member 42 are joined via a splice plate 50.

  As shown in FIG. 3, the left and right end portions of the steel seismic wall 10 are attached to the column 16 via vertical attachment members 52. The vertical attachment member 52 is a T-shaped steel including a web 52A and a flange 52B provided at an end of the web 52A, and is provided on the side surfaces of the left and right columns 16, respectively. A stud 44 as a shearing force transmission mechanism projects from the flange 52 </ b> B of the vertical mounting member 52, and the vertical mounting member 52 is fixed to the column 16 by embedding the stud 44 in the column 16. The webs 20 of the steel members 18 are frictionally joined to the webs 52A joined to the flanges 52B by the high-strength bolts 38 and the nuts 40. Thereby, the steel earthquake-resistant wall 10 and the pillar 16 are joined so that shearing force can be transmitted.

  In the present embodiment, the stud 44 is provided as a shearing force transmission mechanism and joined to the joint between the beam 14 and the horizontal mounting member 42 and the joint between the column 16 and the vertical mounting member 52. However, the present invention is not limited to this. . For example, a joining plate in which studs as shearing force transmission mechanisms are erected is embedded in the beam 14 and the column 16, and the lateral mounting member 42 and the vertical mounting member 52 are joined to the joining plate by welding or bolts. Also good. Further, the horizontal mounting member 42 and the vertical mounting member 52 may be bonded to the beam 14 and the column 16 with an adhesive such as epoxy resin (adhesion method). Also, bolted joints or welded joints can be used for steel beams and columns. Thus, various joining structures can be employed according to the structural type of the frame (peripheral frame) to which the steel earthquake resistant wall 10 is attached.

  Next, an example of the construction method of the steel shear wall 10 will be described.

  First, the horizontal mounting member 42 and the vertical mounting member 52 are fixed to the beam 14 and the column 16, respectively. When the beam 14 and the column 16 are precast members, the horizontal mounting member 42 and the vertical mounting member 52 may be fixed to the beam 14 and the column 16 in a factory or the like. Next, the connecting member 36 is installed between the horizontal mounting members 42 fixed to the upper and lower beams 14. Then, the splice plate 50 is overlaid on the lateral mounting member 42 and the connecting member 36 and temporarily fixed with the high-strength bolt 38 and the nut 40. Next, the plurality of steel members 18 are arranged in the vertical direction. At this time, the spacer 24 is disposed between the end flange 22A and the end flange 22B of the adjacent steel member 18, and a filling space 26 is formed between the end flange 22A and the end flange 22B. Next, each steel member 18 is frictionally joined to the horizontal mounting member 42, the vertical mounting member 52, and the connecting member 36 with high-strength bolts 38 and nuts 40, and the steel member 18 is attached to the frame 12 (attachment process). . In addition, in the junction part of the horizontal attachment member 42, the steel member 18, and the connection member 36, the temporary fix | stop by the high strength bolt 38 and the nut 40 mentioned above is cancelled | released, and the steel member 18, the horizontal attachment member 42, a connection member 36 and the splice plate 50 are rejoined (friction joined) with the high-strength bolt 38 and the nut 40.

  Next, the filler 28 is filled between the end flange 22A and the end flange 22B. As a result, the filler material 28 is filled in the holes 30 and 32 formed in each of the end flange 22A and the end flange 22B, and then the filler material 28 is cured (joining process). As a result, the end flange 22A and the end flange 22B are joined to each other so as to be able to transmit the shearing force by the adhesive force of the filler 28.

  In addition, you may perform any process first in the attachment process and joining process which were mentioned above. That is, the steel member 18 filled with the filler 28 between the end flange 22A and the end flange 22B can be attached to the frame 12. In addition, while the steel member 18 is disposed on the frame 12, the filler 28 may be filled between the adjacent end flange 22A and the end flange 22B, or after all the steel members 18 are disposed. The filler 28 may be filled between the end flange 22A and the end flange 22B.

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

  The steel shear wall 10 is configured by joining a plurality of steel members 18. Therefore, transportation and lifting of each steel member 18 are facilitated. Further, the filler 28 is provided in the holes 30 and 32 formed between the end flange 22A and the end flange 22B of the steel member 18 adjacent in the vertical direction, and in each of the end flange 22A and the end flange 22B. The end flange 22A and the end flange 22B are joined by curing the filler 28 and curing the filler 28. Therefore, errors such as construction of the frame 12 and installation of the steel member 18 can be absorbed at the joint between the end flange 22A and the end flange 22B. Therefore, the workability is improved. In addition, since it is not necessary to closely contact the end flange 22A and the end flange 22B, the processing accuracy required for the contact surfaces of the end flanges 22A and 22B is reduced. Therefore, the manufacturability of the end flanges 22A and 22B is improved, and the manufacturing cost can be reduced.

  Moreover, since the filler 28 is filled in the holes 30 and 32 formed in the end flange 22A and the end flange 22B, the cured filler 28 functions as a shearing force transmission mechanism such as a cotter or a shear pin. The transmission efficiency of the shearing force between the end flange 22A and the end flange 22B is improved.

  Here, when an external force acts on the frame 12 due to an earthquake or the like, a shearing force is transmitted from the beam 14 and the column 16 to each steel member 18 via the horizontal mounting member 42 and the vertical mounting member 52, and each steel member 18 is Resists external forces. At this time, a shearing force is transmitted between the end flange 22A and the end flange 22B of the steel member 18 adjacent in the vertical direction via the filler 28. Further, between the steel members 18 adjacent to each other in the horizontal direction, shearing forces are transmitted to each other via the connecting member 36. Thereby, each steel member 18 shears and deforms, and resists external force and exhibits seismic performance. Furthermore, by designing the steel member 18 to yield with respect to external force, vibration energy is absorbed by the hysteresis energy of the steel material, and a damping effect is exhibited. Therefore, it is possible to construct a structure with improved seismic performance and vibration control performance.

  In this embodiment, the fillers 28 are filled in the holes 30 and 32 formed in the end flanges 22A and 22B, but the holes 30 and 32 can be omitted. The holes 30 and 32 may be appropriately provided according to the bonding strength required between the end flanges 22A and 22B. However, joint strength and shear force transmission efficiency can be improved by providing the holes 30 and 32 and filling them with a filler 28 and providing a shear force transmission mechanism such as a cotter or a shear pin.

  Next, a second embodiment will be described. In addition, the thing of the same structure as 1st Embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  FIG. 5 shows a steel earthquake resistant wall 60 according to the second embodiment. The steel seismic wall 60 is arranged to face a reinforced concrete wall 62 provided on the frame 12 (see FIG. 1). In the steel earthquake-resistant wall 60, the steel members 18 adjacent in the vertical direction are arranged with the openings 64 formed between the end flanges 22A and 22B facing in the opposite direction. Thereby, the steel earthquake-resistant wall 60 is made into a waveform shape in the side sectional view, and the rigidity in the vertical direction (vertical direction) of the steel earthquake-resistant wall 60 is reduced. The wall 62 can be omitted as appropriate.

  The steel member 18 adjacent in the vertical direction is disposed with the end flange 22A and the end flange 22B facing each other, and a filling space 26 formed between the end flange 22A and the end flange 22B, and Fillers 28 are filled in the holes 30 and 32 formed in the end flanges 22A and 22B, respectively.

  Here, the end flanges 22 </ b> A and 22 </ b> B of the steel member 18 disposed with the opening 64 facing the wall 62 are provided with lids 34 that close the holes 30 and 32. Thereby, the filler 28 can be poured into the filling space 26 and the holes 30 and 32 from the opening 64 of the steel member 18 arranged with the opening 64 facing the wall 62 (arrow Z).

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

  In the steel earthquake-resistant wall 60, the steel members 18 adjacent in the vertical direction are arranged with the respective openings 64 facing in the opposite directions. That is, the steel earthquake-resistant wall 60 has a corrugated shape in a side sectional view. Thereby, compared with the steel earthquake-resistant wall 10 shown in FIG. 4, the rigidity of the vertical direction (vertical direction) of the steel earthquake-resistant wall 60 becomes small, and as FIG. 6 (A) and FIG. 6 (B) show. In addition, the steel shear wall 60 can be expanded and contracted in the vertical direction like an accordion. For this reason, the axial force introduced into the steel earthquake-resistant wall 60 is reduced by the axial contraction of the column 16 constituting the frame 12 (see FIG. 1) and the bending deformation of the beam 14. Moreover, since the restraint of the beam 14 by the steel earthquake-resistant wall 60 is eased, the deformation performance (toughness) of the frame 12 is improved. Therefore, seismic performance and vibration control performance are improved.

  Furthermore, the shear deformation performance of the steel earthquake-resistant wall 60 is improved by forming the steel earthquake-resistant wall 60 in a corrugated shape in a side sectional view, as shown in FIGS. 7 (A) and 7 (B). Accordingly, the shear buckling length is shortened and the shear buckling strength is increased as compared with a flat steel shear wall. Further, stiffening ribs for preventing shear buckling (in this embodiment, the web 36A of the connecting member 36 in FIG. 3) and the like can be reduced. Furthermore, since the shear deformation performance of the steel earthquake resistant wall 60 is improved, the energy absorption capacity (the area of the hysteresis loop) is increased, and the earthquake resistance performance and the vibration damping performance are improved.

  Further, by providing the lid 34 that closes the holes 30 and 32 on the end flanges 22A and 22B of the steel member 18 disposed with the opening 64 facing the wall 62, the opening 64 is formed on the opposite side of the wall 62. The filler 28 can be injected into the filling space 26 and the holes 30 and 32 from the steel member 18 disposed so as to face. Therefore, the workability is improved. This is particularly effective when the steel earthquake-resistant wall 60 is opposed to the wall 62 or the like, or when the steel earthquake-resistant wall 60 is installed facing outward (when there is no scaffold on the outside). When there is no obstacle such as the wall 62 and the filler 28 can be filled from both sides of the steel seismic wall 60, the lid 34 can be provided regardless of the direction of the opening 64 of the steel member 18. .

  Next, a third embodiment will be described. In addition, the thing of the structure similar to 1st, 2nd embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  8A and 8B show a steel earthquake resistant wall 70 according to the third embodiment. The steel earthquake resistant wall 70 includes a plurality of steel members 18. The steel members 18 adjacent in the vertical direction are arranged with the end flange 22A and the end flange 22B facing each other. Holes 30 and 32 are formed in the end flange 22A and the end flange 22B, respectively, and the shaft portion 72A of the pin 72 is inserted. The hole portions 30 and 32 are elongated holes extending in the out-of-plane direction of the web 20 (see FIG. 8B), and a liquid viscoelastic body 74 (filling) described later from a gap formed between the shaft portion 72A. Material) can be injected. The liquid viscoelastic body 74 is cured to become a viscoelastic body (hereinafter, the cured liquid viscoelastic body 74 may be referred to as “viscoelastic body 74”).

  The pin 72 includes a shaft portion 72A and a collar portion 72B. The shaft portion 72A has a cylindrical shape, and both axial end portions thereof are inserted into the holes 30 and 32, respectively. The collar portion 72B has a disc shape and is provided at the axial center of the shaft portion 72A, and protrudes in the radial direction of the shaft portion 72A. The collar portion 72B is hooked on the upper surface of the end flange 22A, so that the shaft portion 72A is held in the holes 30 and 32. That is, the shaft portion 72A protrudes from the opposite end flanges 22A, 22B toward the other end flanges 22B, 22A, and is held in a state of being inserted into the holes 30, 32.

  Here, the width W (width of the hole) in the longitudinal direction of the end flanges 22A and 22B of the holes 30 and 32 is larger than the diameter (outer diameter) D of the shaft 72A, A gap (maximum WD) is formed between the outer peripheral surface and the hole walls (first stopper portions) of the hole portions 30 and 32. Due to this gap, the shaft portion 72A can be relatively displaced in the longitudinal direction of the end flanges 22A and 22B within a range allowed by the hole portions 30 and 32. That is, the end flange 22A and the end flange 22B are connected by the pin 72 so as to be relatively displaceable. Thereby, the viscoelastic body 74 provided between the end flanges 22A and 22B can be sheared.

  Further, the shaft portion 72A of the pin 72 functions as a second stopper portion that restricts the relative displacement of the end flanges 22A and 22B. That is, when the relative displacement amounts of the end flanges 22A and 22B exceed a predetermined value and both end portions of the shaft portion 72A hit the hole walls (first stopper portions) of the hole portions 30 and 32, respectively (see FIG. 9), The relative displacement of the part flanges 22A and 22B is restricted, and stress (shearing force, bending moment, etc.) is transmitted between the end flange 22A and the end flange 22B.

  A hardened liquid viscoelastic body 74 is provided in the filling space 26 formed between the end flange 22A and the end flange 22B. The liquid viscoelastic body 74 is a two-component mixed diene viscoelastic body in which a main agent and a curing agent are mixed, and is filled from the hole 30 before being cured. The cured liquid viscoelastic body 74 adheres to the upper surface of the end flange 22A and the lower surface of the end flange 22B. Thereby, end flange 22A and end flange 22B are joined.

  If the liquid viscoelastic body 74 is filled in the holes 30 and 32, the relative movement of the pin 72 with respect to the holes 30 and 32 is inhibited. Therefore, when filling the liquid viscoelastic body 74, the hole 30 is filled. , 32 and the shaft 72A of the pin 72 are preferably closed with a sponge or the like. In the present embodiment, the liquid viscoelastic body 74 is filled between the end flanges 22A and 22B, but the present invention is not limited to this. For example, a plate-like (sheet-like) viscoelastic body may be disposed between the end flange 22A and the end flange 22B and fixed to the end flanges 22A and 22B by vulcanization adhesion or the like.

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

  The end flanges 22A and 22B of the steel member 18 adjacent in the vertical direction are joined by a liquid viscoelastic body 74 filled between the end flanges 22A and 22B. Moreover, the shaft part 72A of the pin 72 is inserted in the hole parts 30 and 32 formed in the end flanges 22A and 22B, respectively. A gap is formed between the shaft portion 72A and the hole walls of the hole portions 30 and 32, and the end flange 22A and the end flange 22B are relatively displaced in the longitudinal direction of the end flanges 22A and 22B. Connected as possible.

  Therefore, when an external force acts on the frame 12 (see FIG. 1), the end flange 22A and the end flange 22B are relatively displaced in the longitudinal direction of the end flanges 22A and 22B. Thereby, the viscoelastic body 74 provided between the end flange 22 </ b> A and the end flange 22 </ b> B undergoes shear deformation, and vibration energy is absorbed by the viscoelastic body 74. On the other hand, when the relative displacement amount of the end flanges 22A and 22B exceeds a predetermined value, the shaft portion 72A hits (contacts) the hole walls of the hole portions 30 and 32, and the relative displacement of the end flanges 22A and 22B is restricted. The As a result, the shear deformation of the viscoelastic body 74 does not increase any more, stress (shearing force, bending moment, etc.) is transmitted between the end flanges 22A and 22B, and the steel member 18 undergoes shear deformation. Resists external forces.

  As described above, the present embodiment absorbs fine vibrations such as wind and traffic vibrations by the viscoelastic body 74, while for large vibrations such as earthquakes, an external force is transmitted to the steel member 18 to provide earthquake resistance, Damping performance can be demonstrated. Therefore, it is possible to improve the living performance of the structure while ensuring the earthquake resistance.

  In the present embodiment, the hole walls of the hole portions 30 and 32 are used as the first stopper portion, but the present invention is not limited to this. For example, as shown in FIG. 10A, a pair of protrusions 76 (first stopper portions) are provided on the upper surface of the end flange 22A, and the end flange 22B to the end flange 22A are provided between these protrusions 76. A shaft portion 72A (second stopper portion) of the pin 72 protruding toward the top may be disposed. At this time, by forming a gap H between the protrusion 76 and the end portion of the shaft portion 72A, the end flanges 22A and 22B are connected so as to be relatively displaceable, and the viscoelastic body 74 can be subjected to shear deformation.

  Further, as shown in FIG. 10B, a protrusion 80 (second stopper portion) protruding toward the end flange 22A is provided on the lower surface of the end flange 22B instead of the pin 72, and the protrusion 80 is provided. You may arrange | position between a pair of protrusion 76. FIG. At this time, by forming a gap H between the protrusion 76 and the protrusion 80 as the second stopper portion, the end flanges 22A and 22B are connected so as to be relatively displaceable, and the viscoelastic body 74 can be subjected to shear deformation. .

  In addition, in the said 1st-3rd embodiment, although the steel earthquake-resistant walls 10, 60, and 70 were attached to the pillar 16 (refer FIG. 1), the steel earthquake-resistant walls 10, 60, and 70 were not attached to the pillar 16. Also good. The first embodiment will be described as an example. As shown in FIG. 11, the steel earthquake resistant wall 10 is attached only to the upper and lower beams 14, and an opening 82 is provided between the steel earthquake resistant wall 10 and the column 16. , 84 are formed. These openings 82 and 84 can be used as facility wiring, piping, and doorways. In addition, since the steel earthquake-resistant wall 10 is not attached to the columns 16, the steel earthquake-resistant wall 10 can be installed at a predetermined position between the columns 16. Therefore, the freedom degree of the installation position of the steel earthquake-resistant wall 10 improves. The openings 82 and 84 are not necessarily provided between the steel earthquake-resistant wall 10 and the column 16, and the steel earthquake-resistant wall 10 and the column 16 are brought into contact with each other or arranged with a slight gap. Also good. Further, in the configuration shown in FIG. 11, the openings 82 and 84 are provided on both sides of the steel earthquake resistant wall 10, respectively, but the openings may be provided only on one side.

  In the first to third embodiments, the holes 30 and 32 formed in the end flanges 22A and 22B may be filled with the filler 28, and the size and shape of the holes 30 and 32 are appropriately determined. It can be changed. That is, the rectangular holes 30 and 32 may be formed, or the holes 30 and 32 may be formed in a staggered manner as shown in FIGS. 12 (A) and 12 (B). Moreover, the holes 30 and 32 do not necessarily have to penetrate the end flanges 22A and 22B, and may leave the bottom. In this case, the lid 34 for preventing the filler 28 from leaking out can be omitted. Further, in place of the holes 30 and 32, unevenness may be provided on the opposing surfaces of the end flange 22A and the end flange 22B to enhance the adhesion between the end flanges 22A and 22B and the filler 28.

  In the first and second embodiments, mortar, grout, or adhesive is used as the filler. However, a reinforcing material such as a steel chip, steel fiber, or carbon fiber is mixed in the filler to fill the filler. The strength of the material may be improved.

  Furthermore, in the said 1st-3rd embodiment, although the steel member 18 of the cross-section C shape was used, it does not restrict to this. For example, as shown in FIGS. 13 (A) and 13 (B), a steel member 90 (first steel member, second steel member) having an H-shaped section (H-shaped steel) may be used. . The steel member 90 includes a web 92 and end flanges 94A and 94B provided at both ends of the web 92 in the vertical direction. The end flanges 94 </ b> A and 94 </ b> B are formed with holes 30 and 32 that are filled with the filler 28. In this way, the steel member only needs to be provided with end flanges for joining at both ends in the vertical direction. For example, C-shaped steel, I-shaped steel, box-shaped steel, and the like can be used.

  Further, in order to reduce the axial force introduced into the steel seismic walls 10, 60, 70 due to the axial contraction of the columns 16 and the deflection of the beams 14 that occur at the beginning of the construction of the frame 12, the final stage of the construction of the frame 12 It is desirable to attach the steel shear walls 10, 60, 70 to the frame 12.

  Furthermore, the columns 16 and the beams 14 constituting the frame 12 are not limited to reinforced concrete structures, but use various methods such as steel reinforced concrete structures, prestressed concrete structures, steel frame structures, CFT structures, and on-site methods and precast methods. be able to. Further, instead of the beam 14, the steel earthquake resistant walls 10, 60, 70 may be attached to a concrete slab or a small beam.

  Furthermore, the steel shear walls 10, 60, 70 according to the first to third embodiments may be used for a part of the structure or for all of them. In addition, it can be applied to new and reconstructed structures having various structures such as seismic structures and seismic isolation structures. By installing these steel shear walls 10, 60, 70, a structure with improved workability can be constructed. The structure is a concept including a building structure and a civil engineering structure (for example, a bridge).

  The first to third embodiments of the present invention have been described above. However, the present invention is not limited to such embodiments, and the first to third 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 Beam (horizontal member)
18 Steel members (1st steel member, 2nd steel member)
22A End flange (first end flange)
22B End flange (second end flange)
28 Filler 30 Hole 30A Hole Wall (First Stopper)
32 hole 32A hole wall (first stopper)
60 Steel earthquake-resistant wall 64 opening (opening of 1st steel member, 2nd steel member)
70 Steel earthquake resistant wall 72A Shaft (second stopper)
74 Liquid viscoelastic body 76 Protrusion (first stopper part)
80 Protrusion (second stopper)
90 Steel members (1st steel member, 2nd steel member)
94A End flange (first end flange)
94B End flange (second end flange)

Claims (10)

  Filling and hardening a filler between the first end flange of the first steel member and the second end flange of the second steel member, the first end flange and the second end flange Steel member joint structure that joins together.   The steel member joining structure according to claim 1, wherein the filler is mortar, grout, or an adhesive, and is filled in a hole formed in each of the first end flange and the second end flange. . A first stopper provided on the first end flange;
The first end flange and the second end are projected from the second end flange toward the first flange and spaced apart from the first stopper portion, and come into contact with the first stopper portion. A second stopper portion for restricting relative displacement with the portion flange;
With
The steel member bonding structure according to claim 1, wherein the filler is a liquid viscoelastic body that hardens after being filled.   The steel member joining structure according to claim 3, wherein the first stopper portion is a hole wall of a hole portion into which the second stopper portion is inserted.   A steel earthquake-resistant wall provided with the first steel member and the second steel member to which the steel member joining structure according to any one of claims 1 to 4 is applied while being attached to a frame. The first steel member and the second steel member are C-shaped steel,
The steel earthquake-resistant wall according to claim 5, wherein the first steel member and the second steel member are arranged in the vertical direction, and the openings are arranged in opposite directions.   The steel seismic wall according to claim 5 or 6, wherein the first steel member and the second steel member are attached to a horizontal member constituting the frame.   The steel member joining structure according to claim 1 or 2, wherein a reinforcing material is mixed in the filler.   The structure which has the steel earthquake-resistant wall of any one of Claims 5-7. A first steel member and a second steel member are arranged in the vertical direction and attached to the frame;
Holes formed between the first end flange of the first steel member and the second end flange of the second steel member, and in each of the first end flange and the second end flange. Filling a portion with a filler and curing, and joining the first end flange and the second flange;
A method for constructing a steel shear wall.

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