JP2011117145A - Method for attaching viscoelastic damper, and building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a method for attaching a viscoelastic damper, which can reduce a fluctuation in clearance while suppressing a deterioration in the performance of the viscoelastic damper. <P>SOLUTION: Ends of an upper steel-frame beam 22 are welded to steel-frame columns 18 and 20 in a state in which the upper steel-frame beam 22 and a corrugated steel plate earthquake-resisting wall 14 are coupled together by means of a temporary member 68, respectively. In other words, the ends of the upper steel-frame beam 22 are welded to the steel-frame columns 18 and 20 in the state in which the upper steel-frame beam 22 and the corrugated steel plate earthquake-resisting wall 14 are coupled together by means of the temporary member 68 in place of the viscoelastic damper 16, respectively. After that, the temporary member 68 is removed, and the viscoelastic damper 16 is attached between the upper steel-frame beam 22 and the corrugated steel plate earthquake-resisting wall 14. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a viscoelastic damper mounting method and a building.

  As a steel damper provided in a frame, a steel earthquake resistant wall using a steel plate and a steel earthquake resistant wall using a corrugated steel plate (for example, Patent Document 1) are known.

  A composite damper in which a viscoelastic damper and a steel damper are connected in series has been proposed (for example, Patent Document 2). This composite damper is provided with a stopper that restricts the deformation amount of the viscoelastic damper and transmits an external force to the steel damper when the deformation amount of the viscoelastic damper exceeds a predetermined value. Therefore, small-amplitude vibrations such as wind and traffic vibrations can be efficiently absorbed by the viscoelastic damper, while large-amplitude vibrations such as large earthquakes can be absorbed by transmitting external force to a highly rigid steel damper. Excessive deformation can be suppressed.

  Here, Patent Document 2 discloses a stopper pin as an example of a stopper. This stopper pin passes through a pin hole having a diameter larger than that of the stopper pin, and the viscoelastic body is deformed within a clearance (clearance) formed between the outer wall of the stopper pin and the inner wall of the pin hole. It is possible. This clearance is generally set to several millimeters, and the fluctuation of the clearance due to construction error or the like is regarded as a problem. For example, when a frame is constructed by welding a steel beam and a steel column to each other, an axial shrinkage occurs in the steel beam due to welding heat, resulting in an error in the mounting position of the viscoelastic damper and the above-described clearance fluctuates. There is a case. As a countermeasure, it is conceivable to temporarily provide a spacer in the clearance when welding the steel beam and the steel column. Thereby, the fluctuation | variation of a clearance is suppressed by a spacer, and since a highly rigid steel damper resists the axial contraction of the steel beam by welding heat, the axial contraction of a steel beam is suppressed. However, this measure cannot solve the following problems. That is, welding heat generated during welding between the steel beam and the steel column is transmitted to the viscoelastic damper, and the viscoelastic body may be deformed or deteriorated, so that the performance of the viscoelastic damper is lowered.

JP 2004-19271 A JP 2005-264713 A

  An object of the present invention is to reduce fluctuations in timing at which the stopper means transmits an external force to the steel seismic wall while suppressing the performance degradation of the viscoelastic damper in consideration of the above facts.

  The attachment method of the viscoelastic damper according to claim 1 includes a first member, a second member, a viscoelastic body held between the first member and the second member, and the first member. A viscoelastic damper having stopper means for restricting the relative displacement in the horizontal direction between the first member and the second member when the horizontal relative displacement with the second member is equal to or greater than a predetermined value. A viscoelastic damper is attached to a frame by a temporary member provided between the upper steel beam and the steel earthquake-resistant wall, and connecting the upper steel beam and the steel earthquake-resistant wall. And placing the upper steel beam to which the steel seismic wall is connected between steel columns, welding the ends of the upper steel beams to the steel columns, respectively, and spanning between the steel columns A frame construction process for constructing the frame by joining the steel seismic wall to the lower steel beam The temporary member is removed, and the viscoelastic damper is disposed between the upper steel beam and the steel shear wall, and the first member and the second member are respectively the upper steel beam and the steel earthquake wall. And a viscoelastic damper mounting step for fixing to the base plate.

  According to said structure, the edge part of an upper steel beam is each welded to a steel column in the state which connected the upper steel beam and the steel earthquake-resistant wall with the temporary member. That is, first, in place of the viscoelastic damper, the end of the upper steel beam is welded to the steel column in a state where the upper steel beam and the steel seismic wall are connected by a temporary member. Thereafter, the temporary member is removed, and an elastic damper is disposed between the upper steel beam and the steel seismic resistance to fix the first member and the second member to the upper steel beam and the steel seismic wall, respectively. Therefore, welding heat is not transmitted to the viscoelastic damper, and deformation and deterioration of the viscoelastic body are prevented.

  Further, since the end of the upper steel beam is welded to the steel column in a state where the upper steel beam and the steel seismic wall are connected by a temporary member, axial contraction of the upper steel beam due to welding heat is suppressed. That is, the temporary member suppresses the relative displacement in the horizontal direction between the upper steel beam and the steel seismic wall due to the welding heat, so the first member and the second member are placed in a predetermined positional relationship with the upper steel beam and the steel seismic wall. Can be fixed on the wall.

  Here, in the viscoelastic damper, when the horizontal relative displacement between the first member and the second member becomes a predetermined value or more, the relative displacement between the first member and the second member is restricted by the stopper means, and the steel An external force is transmitted to the seismic wall. Therefore, when the first member and the second member are fixed to the upper steel beam and the steel shear wall, if the positional relationship between the first member and the second member is shifted, the stopper means restricts the relative displacement in the horizontal direction. The relative displacement amount (predetermined value) between the first member and the second member to be changed fluctuates, and the timing for transmitting the external force to the steel earthquake resistant wall is shifted. On the other hand, as described above, according to the present invention, the first member and the second member can be fixed to the upper steel beam and the steel earthquake resistant wall in a predetermined positional relationship. Therefore, the fluctuation of the relative displacement amount (predetermined value) between the first member and the second member for which the stopper means regulates the relative displacement in the horizontal direction can be reduced, and the external force is applied to the steel earthquake resistant wall at a timing within the predetermined range. Can be transmitted.

  The viscoelastic damper mounting method according to claim 2 is the viscoelastic damper mounting method according to claim 1, wherein the viscoelastic damper mounting step is performed after a slab is constructed on the upper steel beam. .

  According to said structure, after a slab is constructed | assembled on an upper steel beam, a viscoelastic damper attachment process is performed. That is, the slab is constructed on the upper steel beam in a state where the upper steel beam and the steel earthquake resistant wall are connected by the temporary member.

  Here, when the slab is built on the upper steel beam, the upper steel beam bends due to the weight of the slab. As a result, the curved part of the upper steel beam tends to be displaced relative to the steel shear wall in the horizontal direction. To do. However, in the present invention, since the upper steel beam and the steel earthquake resistant wall are connected by the temporary member, the horizontal relative displacement between the upper steel beam and the steel earthquake resistant wall due to the bending is suppressed. Therefore, the first member and the second member can be fixed to the upper steel beam and the steel shear wall in a predetermined positional relationship, and the stopper means regulates the relative displacement in the horizontal direction between the first member and the second member. Variations in the relative displacement amount (predetermined value) can be reduced.

  The viscoelastic damper mounting method according to claim 3 is the viscoelastic damper mounting method according to claim 1 or 2, wherein the steel steel shear wall and the upper steel beam are interposed between the steel steel beams. A support member is provided for connecting the seismic resistant wall and the upper steel beam to reduce the vertical load introduced from the upper steel beam to the temporary member.

  According to said structure, the supporting member which connects a steel earthquake-resistant wall and an upper steel beam is provided between the steel earthquake-resistant wall and an upper steel beam. This support member reduces the vertical load introduced from the upper steel beam to the temporary member. Accordingly, the temporary member can be easily removed, so that workability is improved.

  In addition, since the deflection of the upper steel beam is suppressed by the support member, the horizontal relative displacement between the upper steel beam and the steel shear wall due to the deflection is suppressed, and the distance between the upper steel beam and the steel shear wall is suppressed. Variations in (vertical relative displacement) are suppressed. Therefore, the first member and the second member can be fixed to the upper steel beam and the steel earthquake resistant wall in a predetermined positional relationship. Therefore, the fluctuation | variation of the relative displacement amount (predetermined value) of the 1st member and 2nd member which a stopper means regulates the relative displacement of a horizontal direction can be reduced.

  The attachment method of the viscoelastic damper according to claim 4 is the attachment method of the viscoelastic damper according to claim 3, wherein the steel earthquake resistant wall is provided on a steel plate and an upper end portion of the steel plate, and the temporary member is provided. An end flange to be connected and a stiffening rib provided on the plate surface of the steel plate and extending in the vertical direction are provided, and the support member is provided above the stiffening rib.

  According to said structure, the stiffening rib extended in an up-down direction is provided in the plate | board surface of the steel plate which comprises a steel earthquake-resistant wall. This stiffening rib imparts out-of-plane rigidity to the steel plate, increasing the shear buckling strength of the steel earthquake resistant wall.

  Here, by providing the support member above the stiffening rib, that is, by providing the support member so as to be continuous with the stiffening rib, the distance between the upper steel beam and the steel seismic wall (in the vertical direction). The fluctuation of the relative displacement is suppressed, and the stiffening rib is restrained by the support member. Therefore, since the shear buckling strength of the steel shear wall is increased, the seismic performance and damping performance of the steel shear wall are improved.

  The viscoelastic damper mounting method according to claim 5 is the viscoelastic damper mounting method according to any one of claims 1 to 4, wherein the first member and the second member are surfaces of the frame. Opposing to the outside, the stopper means has a pin member that penetrates through a through hole formed in each of the first member and the second member, and forms a gap between the inner wall of the through hole. The inner wall of the through hole is formed with a vertical surface against which the pin member comes into contact when the horizontal relative displacement amount between the first member and the second member becomes a predetermined value or more.

  According to said structure, the stopper means has a pin member. The pin member is penetrated by a through hole formed in each of the first member and the second member. In addition, a gap is formed between the pin member and the inner wall of the through hole, and the pin member can move within the through hole. As a result, the relative displacement between the first member and the second member is allowed within the range allowed by the through hole, and the viscoelastic body held between the first member and the second member can be deformed. . On the other hand, when the pin member hits the inner wall of the through hole, the horizontal relative displacement between the first member and the second member is restricted, and an external force is transmitted to the steel earthquake resistant wall.

  Here, the through-hole is formed with a vertical surface against which the pin member hits when the horizontal relative displacement amount between the first member and the second member becomes a predetermined value or more. Therefore, the distance between the vertical plane and the pin member does not increase or decrease even if the pin member moves up and down in the through hole due to the deflection of the upper steel beam or the axial contraction of the steel column. Therefore, the fluctuation | variation of the relative displacement amount (predetermined value) of the 1st member and 2nd member which a stopper means regulates the relative displacement of a horizontal direction can be reduced.

  The attachment method of the viscoelastic damper according to claim 6 is the attachment method of the viscoelastic damper according to claim 4, wherein the steel plate is a corrugated steel plate.

  According to said structure, the steel plate is made into the corrugated steel plate. The corrugated steel sheet has mechanical properties such as excellent deformation performance (shear deformation performance) and large shear buckling strength compared to a flat steel plate. Accordingly, it is possible to reduce the thickness and number of stiffening ribs that suppress the shear buckling of the corrugated steel sheet. Further, the corrugated steel sheet has an accordion effect that the rigidity in the direction perpendicular to the crease is weak. Therefore, when the steel earthquake resistant wall is attached to the frame with the crease of the corrugated steel sheet in the horizontal direction, the restraining force that restrains the bending deformation of the upper steel beam and the lower steel beam is reduced compared to the flat steel plate. Therefore, the deformation performance of the frame is improved. In addition, since the axial force introduced from the upper steel beam to the corrugated steel sheet is reduced, the seismic performance and damping performance of the steel seismic wall are improved.

  The building according to claim 7 is a frame composed of a pair of steel columns, an upper steel beam and a lower steel beam installed between the steel columns, and between the upper steel beam and the lower steel beam. A steel earthquake-resistant wall disposed on the lower steel beam and joined by the viscoelastic damper according to any one of claims 1 to 6, and the upper steel beam and the steel earthquake-resistant wall And a viscoelastic damper attached between the two.

  According to said structure, a steel column is attached by attaching a viscoelastic damper between an upper steel beam and a steel earthquake-resistant wall by the attachment method of the viscoelastic damper of any one of Claims 1-6. The welding heat generated when welding the end of the upper steel beam is not transmitted to the viscoelastic damper, and deformation and deterioration of the viscoelastic body are prevented.

  In addition, the end of the upper steel beam is welded to the steel column in a state where the upper steel beam and the steel shear wall are connected with a temporary member, so that the horizontal relative displacement between the upper steel beam and the steel shear wall Is suppressed. Thereby, the first member and the second member can be fixed to the upper steel beam and the steel earthquake-resistant wall in a predetermined positional relationship. Therefore, the fluctuation | variation of the relative displacement amount (predetermined value) of the 1st member and 2nd member which a stopper means regulates the relative displacement of a horizontal direction can be reduced. Therefore, the seismic performance and damping performance of the building are improved.

  Since this invention set it as said structure, the fluctuation | variation of the timing which a stopper means transmits external force to a steel earthquake-resistant wall can be reduced, suppressing the performance fall of a viscoelastic damper.

It is an elevation view which shows the frame to which the viscoelastic damper which concerns on 1st Embodiment of this invention was attached. 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 a disassembled perspective view of the viscoelastic damper which concerns on 1st Embodiment. It is an elevation which shows the operation state of the viscoelastic damper concerning a 1st embodiment, (A) shows the state before an operation, and (B) shows the state after an operation. (A) is a figure explaining the attachment method of the viscoelastic damper which concerns on 1st Embodiment, and is the figure which looked at the corrugated steel plate earthquake-resistant wall which fell, (B) is the temporary member which concerns on 1st Embodiment FIG. It is a figure explaining the attachment method of the viscoelastic damper which concerns on 1st Embodiment, and is an elevation view which shows the frame under construction. It is a figure explaining the attachment method of the viscoelastic damper which concerns on 1st Embodiment, and is an elevation view which shows the frame under construction. It is an elevation view which shows the frame with which the viscoelastic damper which concerns on 1st Embodiment was attached. It is a figure explaining the modification of the attachment method of the viscoelastic damper which concerns on 1st Embodiment, and is an elevation view which shows the frame under construction. It is an elevation which shows the operation state of the modification of the stopper means which concerns on 1st Embodiment, (A) shows the state before an operation | movement, (B), (C) has shown the state after an operation | movement. It is a figure equivalent to the 2-2 line sectional view of Drawing 1 showing the modification of the temporary member concerning a 1st embodiment. It is a perspective view which shows the modification of the temporary member which concerns on 1st Embodiment. It is a figure explaining the attachment method of the viscoelastic damper which concerns on 2nd Embodiment of this invention, and is an elevation view which shows the frame under construction. It is an elevation view which shows the frame to which the viscoelastic damper which concerns on 2nd Embodiment of this invention was attached. It is an elevation view which shows the frame to which the viscoelastic damper which concerns on 3rd Embodiment of this invention was attached. FIG. 9 is a cross-sectional view taken along line 9-9 in FIG. 16. It is an elevation view which shows the frame to which the viscoelastic damper which concerns on 4th Embodiment of this invention was attached. It is the 8-8 sectional view taken on the line of FIG. It is sectional drawing which shows the modification of the corrugated steel plate which concerns on 1st, 2nd embodiment.

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

  First, the first embodiment will be described.

<Structure of frame>
FIG. 1 shows a building frame 12 to which a corrugated steel shear wall (steel shear wall) 14 and a viscoelastic damper 16 are attached. The frame 12 has a rigid frame structure including left and right steel columns 18 and 20, upper and lower upper steel beams 22, and lower steel beams 24. The upper steel beam 22 and the lower steel beam 24 made of H-shaped steel are installed between steel columns 18 and 20 made of square steel pipes, and both ends thereof are provided at the joints of the steel columns 18 and 20. Each is joined to the diaphragm 26 by welding.

  The steel columns 18 and 20 are not limited to square steel pipes, but may be round steel pipes, H-shaped steels, or CFT (Concrete Filled Steel Tubes). Further, the upper steel beam 22 and the lower steel beam 24 are not limited to H-shaped steel, but may be I-shaped steel, C-shaped steel, T-shaped steel, or the like.

<Configuration of corrugated steel shear wall>
As shown in FIGS. 1 to 3, the corrugated steel shear wall 14 includes a corrugated steel 28 and a frame 30. The corrugated steel sheet 28 is formed by bending a steel sheet into a corrugated shape, and the corrugated steel sheet 28 is disposed on the construction surface of the frame 12 with the crease being horizontal (the direction of the crease is horizontal). As the material of the corrugated steel plate 28, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.), or the like is used.

  Steel vertical flanges 32 </ b> A and 32 </ b> B are respectively provided at the left and right ends of the corrugated steel sheet 28. The vertical flanges 32A and 32B are formed in a plate shape, and are joined by welding along the left and right vertical sides of the corrugated steel sheet 28. The vertical flanges 32 </ b> A and 32 </ b> B extend upward of the corrugated steel plate 28, and the upper end portions thereof are joined to the flange 22 </ b> A of the upper steel beam 22 by welding. Further, the extending amounts of the vertical flanges 32A and 32B are set larger than the height of a temporary member 68 described later. Thus, when the corrugated steel shear wall 14 is erected, the upper steel beam 22 is supported by the lateral flange 34A, and the vertical load introduced from the upper steel beam 22 to the temporary member 68 is reduced.

Steel horizontal flanges 34 </ b> A and 34 </ b> B are provided at upper and lower ends of the corrugated steel sheet 28, respectively. The lateral flanges 34A and 34B are formed in a plate shape, and are joined by welding along the upper and lower lateral sides of the corrugated steel sheet 28. The ends of the horizontal flanges 34A and 34B are abutted against the vertical flanges 32A and 32B and joined by welding. A frame 30 surrounding the outer periphery of the corrugated steel sheet 28 is constituted by the horizontal flanges 34A and 34B and the vertical flanges 32A and 32B.
The vertical flanges 32A and 32B and the horizontal flanges 34A and 34B are not limited to a plate shape, and may be H-shaped steel, L-shaped steel, T-shaped steel, C-shaped steel, or the like.

  On the plate surface of the corrugated steel plate 28, one or more (four in FIG. 1) stiffening ribs 36 that provide the corrugated steel plate 28 with out-of-plane rigidity are provided. These stiffening ribs 36 are made of a steel plate, and are welded to the plate surface of the corrugated steel plate 28 with an interval in the horizontal direction (folding direction of the corrugated steel plate 28). Direction). Further, the upper end and the lower end of the stiffening rib 36 are abutted against the lateral flanges 34A and 34B and joined by welding.

  The stiffening ribs 36 may be welded by fitting two plate members having one long side formed into a corrugated shape to both plate surfaces of the corrugated steel plate 28, or by cutting at a predetermined position. It is also possible to arrange the stiffening ribs 36 between them and weld the corrugated steel plates 28 to the both surfaces of the stiffening ribs 36.

  As shown in FIG. 3, a steel joining plate 38 is provided on the lateral flange 34 </ b> B joined to the lower end portion of the corrugated steel sheet 28. The joining plate 38 protrudes toward the lower steel beam 24. On the other hand, a steel backing plate 40 is provided on the flange 24 </ b> A of the lower steel beam 24. The backing plate 40 protrudes toward the lateral flange 34B. The joining plate 38 is overlaid on the backing plate 40 and is abutted against the flange 24A of the lower steel beam 24 and joined by welding. Further, the upper end portion of the backing plate 40 is joined to the joining plate 38 by welding, whereby the welding distortion of the joining plate 38 is reduced.

  The backing plate 40 can be omitted as appropriate. Moreover, you may join the joining plate 38 and the backing plate 40 with a high strength volt | bolt etc., without welding the joining plate 38 and the flange 24A of the lower steel beam 24. FIG.

<Configuration of viscoelastic damper>
As shown in FIG. 1, one or more (five in FIG. 1) viscoelastic dampers 16 are arranged between the upper steel beam 22 and the corrugated steel shear wall 14. As shown in FIGS. 3 and 4, the viscoelastic damper 16 includes a pair of outer angles (first members) 42 fixed to the upper steel beam 22 and a pair of inner angles fixed to the corrugated steel shear wall 14. (Second member) 44 and a viscoelastic body 46 held between the outer angle 42 and the inner angle 44 are provided.

  The inner angle 44 is made of L-shaped steel, and the webs 44A are overlapped with each other with the flange 44B on the bottom, and are joined by welding so as to have a T-shaped cross section. The outer angles 42 arranged on both sides of the inner angle 44 are made of L-shaped steel, and are arranged such that each web 42A faces the web 44A of the inner angle 44 with the flange 42B facing up.

  A viscoelastic body 46 is provided between the web 42A of the outer angle 42 and the web 44A of the inner angle 44, respectively. That is, the webs 42A and 44A and the viscoelastic body 46 are laminated. The viscoelastic body 46 is formed in a plate shape and is fixed to the webs 42A and 44A by vulcanization adhesion or the like. Thereby, when the outer angle 42 and the inner angle 44 are relatively displaced, the viscoelastic body 46 can be subjected to shear deformation.

  Through holes 48, 50, 52 (see FIG. 4) are formed coaxially or substantially coaxially in the webs 42A, 44A and the viscoelastic body 46, respectively. A washer 56 made of a rubber sheet or the like is attached to both ends of a cylindrical stopper pin (stopper means, pin member) 54 penetrating through these through holes 48, 50, 52. Further, annular grooves 54A are formed on the side peripheral surfaces at both ends of the stopper pin 54, and the stopper pin 54 is dropped from the through holes 48, 50, 52 by the retaining ring 58 engaged with the annular groove 54A. There is no such thing.

The inner diameter of the through hole 48 formed in the web 44 </ b> A of the inner angle 44 is the same as or substantially the same as the outer diameter of the stopper pin 54. On the other hand, the inner diameters of the through holes 50 and 52 formed in the outer angle 42 and the viscoelastic body 46 are larger than the outer diameter of the stopper pin 54 as shown in FIG. Clearances D ₁ and D ₂ are respectively formed between the outer walls on both sides and the inner wall of the through hole 50, and the clearances H ₁ and H ₂ are formed between the outer walls on both sides of the stopper pin 54 in the vertical direction and the inner wall of the through hole 50. Is formed. Thus, the outer angle 42 and the inner angle 44 can be relatively displaced in the vertical direction and the horizontal direction (lateral direction) within the range allowed by the through hole 50.

The outer angle 42 and the inner angle 44 are assembled so that the stopper pin 54 is positioned at the center of the through hole 50, that is, the gaps D ₁ and D ₂ and the gaps H ₁ and H ₂ are equal to each other. Assembled. The gaps D ₁ and D ₂ and the gaps H ₁ and H ₂ are appropriately designed in consideration of the allowable shear strain of the viscoelastic body 46 and the timing of transmitting external force to the corrugated steel shear wall 14.

  In the present embodiment, the inner diameter of the through hole 50 formed in the outer angle 42 is larger than the outer diameter of the stopper pin 54, but the through holes 48 and 50 formed in the outer angle 42 and the inner angle 44 (see FIG. 4) is sufficient if the inner diameter of at least one of them is larger than the outer diameter of the stopper pin 54. Further, the through hole 50 only needs to allow at least the horizontal movement of the stopper pin 54. That is, the through hole 50 is not limited to a circular shape, and may be a long hole extending in the horizontal direction.

  The viscoelastic damper 16 configured as described above is arranged so that the web 42A of the outer angle 42 and the web 44A of the inner angle 44 face each other in the out-of-plane direction of the frame 12 (the direction of arrow A in FIG. 3). It arrange | positions between the steel beam 22 and the corrugated steel earthquake-resistant wall 14. In other words, the upper steel beam 22 and the corrugated steel plate are earthquake-proof so that the laminating direction of the webs 42A and 44A of the outer angle 42 and the inner angle 44 and the viscoelastic body 46 is the out-of-plane direction (arrow A direction) of the corrugated steel plate 28. It is arranged between the wall 14.

  A plurality of bolt holes 61, 63 (see FIG. 3) are formed in the flange 22A of the upper steel beam 22 and the flange 42B of the outer angle 42, respectively. The outer angle 42 is fixed to the upper steel beam 22 by the nut 62. A plurality of bolt holes 65 and 67 are formed in the lateral flange 34A of the corrugated steel shear wall 14 and the flange 44B of the inner angle 44, respectively, and a bolt 64 and a nut passing through these bolt holes 65 and 67 are formed. 66, the inner angle 44 is fixed to the corrugated steel shear wall 14. In addition, the bolt holes 61 and 65 formed in the flange 22A of the upper steel beam 22 and the horizontal flange 34A of the corrugated steel shear wall 14 are also used for temporarily fixing a temporary member 68 described later.

  Next, the operation of the corrugated steel shear wall and the viscoelastic damper will be described.

  As shown in FIGS. 5 (A) and 5 (B), when interlaminar deformation occurs in the frame 12 due to wind, earthquake, or the like, the upper steel beam 22 is relatively displaced in the horizontal direction with respect to the corrugated steel shear wall 14. . As a result, the outer angle 42 fixed to the upper steel beam 22 and the inner angle 44 fixed to the corrugated steel shear wall 14 are relatively displaced in the horizontal direction (arrow B direction). Thereby, the viscoelastic body 46 held between the web 42A of the outer angle 42 and the web 44A of the inner angle 44 undergoes shear deformation, the vibration energy is converted into heat energy, and the vibration of the frame 12 is reduced. .

On the other hand, when the amount of relative displacement in the horizontal direction between the outer angle 42 and the inner angle 44 increases and the horizontal movement amount of the stopper pin 54 exceeds the gap D ₁ or the gap D ₂ (predetermined value), a stopper is formed on the inner wall of the through hole 50. The outer wall of the pin 54 hits, and the horizontal relative displacement between the outer angle 42 and the inner angle 44 is restricted. As a result, the shear deformation of the viscoelastic body 46 is restricted, and an external force is transmitted to the inner angle 44 and the corrugated steel shear wall 14 via the stopper pin 54, so that the corrugated steel earthquake resistant wall 14 undergoes shear deformation. Thereby, the corrugated steel earthquake resistant wall 14 resists an external force and exhibits earthquake resistance performance. Further, by designing the corrugated steel sheet 28 to yield with respect to the external force, the vibration energy is absorbed by the hysteresis energy of the steel material, and the corrugated steel shear wall 14 exhibits the damping performance.

  Therefore, while absorbing and reducing minute vibrations such as wind and traffic vibrations by the viscoelastic damper 16, it is possible to transmit the external force to the corrugated steel shear wall 14 in the event of a large earthquake so that the seismic performance and damping performance can be exhibited. it can. Therefore, it is possible to improve the living performance while ensuring the seismic performance and vibration control performance. Further, since the shear deformation of the viscoelastic body 46 is restricted by the stopper pin 54, breakage and damage of the viscoelastic body 46 are suppressed. Therefore, the life of the viscoelastic damper 16 can be extended.

Further, the stopper pins 54 are movable in the vertical direction by gaps H ₁ and H ₂ formed on both sides of the stopper pins 54 in the vertical direction. Accordingly, in a high-rise building, when bending deformation occurs in the high-rise building due to wind, earthquake, or the like, the outer angle 42 and the inner angle 44 are relatively displaced in the vertical direction. As a result, the viscoelastic body 46 held between the outer angle 42 and the inner angle 44 undergoes shear deformation, and vibration energy is converted into thermal energy, and vibration of the frame 12 is reduced.

Furthermore, the relative displacement in the vertical direction between the outer angle 42 and the inner angle 44 due to the deflection of the upper steel beam 22 such as creep deformation and the axial contraction of the steel columns 18 and 20 is absorbed by the gap H ₁ or the gap H _2. The Therefore, the relative displacement in the horizontal direction between the outer angle 42 and the inner angle 44 is not inhibited, that is, the shear deformation of the viscoelastic body 46 is not inhibited, and the decrease in the vibration reducing effect of the viscoelastic damper 16 is suppressed.

On the other hand, when the amount of relative displacement in the vertical direction between the outer angle 42 and the inner angle 44 increases and the amount of vertical movement of the stopper pin 54 exceeds the gap H ₁ or the gap H ₂ , the outer wall of the stopper pin 54 is added to the inner wall of the through hole 50. And the relative displacement in the vertical direction between the outer angle 42 and the inner angle 44 is restricted. Thereby, the shear deformation of the viscoelastic body 46 is regulated. Therefore, breakage and damage of the viscoelastic body 46 are suppressed, and the life of the viscoelastic damper 16 can be extended.

  Further, the corrugated steel sheet 28 has mechanical properties such as excellent deformation performance (shear deformation performance) and large shear buckling strength compared to a flat steel sheet. Therefore, it is possible to reduce the thickness and number of stiffening ribs and the like that suppress the shear buckling of the corrugated steel sheet 28. Further, the corrugated steel sheet 28 has an accordion effect that the rigidity in the direction orthogonal to the folding line is weak. Therefore, when the corrugated steel plate earthquake-resistant wall 14 is attached to the frame 12 with the crease line of the corrugated steel plate 28 in the lateral direction, the bending deformation of the upper steel beam 22 and the lower steel beam 24 is constrained compared to the flat steel plate. Since the restraining force is reduced, the deformation performance of the frame 12 is improved. In addition, since the axial force introduced from the upper steel beam 22 to the corrugated steel sheet 28 is reduced, the seismic performance and damping performance of the corrugated steel earthquake resistant wall 14 are improved.

  Next, an example of a method for attaching the viscoelastic damper will be described.

  First, as shown in FIG. 6A, the upper steel beam 22, the corrugated steel earthquake resistant wall 14, and the temporary member 68 temporarily provided instead of the viscoelastic damper 16 are grounded. Specifically, the upper steel beam 22 and the corrugated steel shear wall 14 are arranged in a tilted manner on a gantry (not shown), and one or more provided between the upper steel beam 22 and the corrugated steel shear wall 14. The upper steel beam 22 and the corrugated steel shear wall 14 are connected by the temporary members 68 (three in FIG. 6A) (temporary member connecting step).

  As shown in FIG. 6B, the temporary member 68 is a H-shaped steel having a predetermined length, and includes a web 68A and flanges 68B provided at upper and lower ends of the web 68A. A plurality of bolt holes 70 and 72 are formed in the upper and lower flanges 68B, respectively. These flanges 68 </ b> B are overlaid on the flange 22 </ b> A of the upper steel beam 22 and the lateral flange 34 </ b> A of the corrugated steel shear wall 14, and are fixed by bolts 60 and 64 and nuts 62 and 66. Thereby, the upper steel beam 22 and the corrugated steel shear wall 14 are connected, and the relative displacement in the horizontal direction is restricted. Therefore, the bolt hole 61 (see FIG. 3) formed in the flange 22A of the upper steel beam 22 and the bolt hole 65 (see FIG. 3) formed in the lateral flange 34A of the corrugated steel shear wall 14 for attaching the viscoelastic damper 16. 3) is suppressed.

  The temporary member 68 only needs to be able to regulate the horizontal relative displacement between the upper steel beam 22 and the corrugated steel shear wall 14, and does not need to support the upper steel beam 22. Moreover, in this embodiment, although the three temporary members 68 were attached to the center part of the material axis direction of the upper steel beam 22, it is not restricted to this. The number of temporary members 68 can be changed as appropriate.

Further, the end portions of the vertical flanges 32 </ b> A and 32 </ b> B extending upward of the corrugated steel plate 28 are welded to the upper steel beam 22, respectively. The upper steel beam 22 is supported by the vertical flanges 32A and 32B, and the vertical load introduced from the upper steel beam 22 to the temporary member 68 is reduced. Therefore, the removal work of the temporary member 68 described later becomes easy.
The joining timing of the vertical flanges 32A and 32B and the upper steel beam 22 is not particularly limited, and it is not always necessary to join the upper steel beam 22 and the corrugated steel seismic wall 14 together.

  Next, as shown in FIG. 7 and FIG. 8, the steel column 18 in a state where the grounded upper steel beam 22, the corrugated steel shear wall 14, and the temporary member 68 are stood using a lifting machine (not shown). , 20. Then, both ends of the upper steel beam 22 are welded to diaphragms 26 provided at the joints of the steel columns 18 and 20, respectively, and the frame 12 is constructed. Furthermore, the joining plate 38 which protrudes from the horizontal flange 34B provided in the lower end part of the corrugated steel shear wall 14 is welded to the lower steel beam 24 (frame construction process). In this embodiment, in order to reduce the welding distortion generated in the joining plate 38, the joining plate 38 is superimposed on the backing plate 40 protruding from the lower steel beam 24 and temporarily fixed by welding or the like. The backing plate 40 can be omitted as appropriate. Moreover, the dotted line in FIG. 8 has shown the welding location.

  As shown in FIG. 7, a lower steel beam 24 is installed in advance between the steel columns 18 and 20, and both ends of the lower steel beam 24 are provided at the joints of the steel columns 18 and 20, respectively. The diaphragm 26 is joined by welding or the like.

  Next, as shown in FIG. 9, the bolt 60 and the nut 62 are removed and the temporary member 68 is removed, and one or more (five in FIG. 9, between the upper steel beam 22 and the corrugated steel shear wall 14). The viscoelastic damper 16) is disposed. Then, the outer angle 42 of the viscoelastic damper 16 is fixed to the upper steel beam 22 with bolts 60 and nuts 62, and the inner angle 44 is fixed to the corrugated steel shear wall 14 with bolts 64 and nuts 66 (viscoelastic damper mounting step). ). At this time, the viscoelastic damper 16 may be disposed after removing all (three in the present embodiment) temporary members 68, or the temporary member 68 and the viscoelastic damper 16 may be sequentially replaced. . Further, when a gap is formed between the upper steel beam 22 and the viscoelastic damper 16, a gap member (filler plate) or the like may be appropriately adjusted in the gap.

  Here, in this embodiment, in order to lay the corrugated steel shear wall 14, the upper steel beam 22, and the temporary member 68, that is, the corrugated steel earthquake resistant wall 14 and the upper steel beam 22 in the tilted state, the temporary member 68. Therefore, deformation of each member due to its own weight is suppressed. Therefore, positioning of the corrugated steel shear wall 14, the upper steel beam 22, and the temporary member 68 is facilitated. Furthermore, since the support for preventing the fall is unnecessary, the workability is improved.

  Further, in a state where the upper steel beam 22 and the corrugated steel shear wall 14 are connected by the temporary member 68, both ends of the upper steel beam 22 are welded to the diaphragms 26 provided at the joint portions of the steel columns 18 and 20, respectively. . That is, first, the upper steel beam 22 and the corrugated steel shear wall 14 are connected by the temporary member 68 instead of the viscoelastic damper 16, and the end of the upper steel beam 22 is provided at the joint of the steel columns 18 and 20. Each diaphragm 26 is welded. Thereafter, the temporary member 68 is removed, and the viscoelastic damper 16 is attached between the upper steel beam 22 and the corrugated steel shear wall 14. Therefore, welding heat is not transmitted to the viscoelastic body 46, and deformation and deterioration of the viscoelastic body 46 are prevented.

Further, as shown in FIG. 8, since the upper steel beam 22 and the corrugated steel shear wall 14 are connected by the temporary member 68, axial contraction of the upper steel beam 22 due to welding heat is suppressed. Thereby, the bolt hole 61 (see FIG. 3) formed in the flange 22A of the upper steel beam 22 and the bolt hole 65 (formed in the lateral flange 34A of the corrugated steel earthquake-resistant wall 14 for attaching the viscoelastic damper 16 to each other. 3), the outer angle 42 and the inner angle 44 can be fixed to the upper steel beam 22 and the corrugated steel shear wall 14 in a predetermined positional relationship. Therefore, fluctuations in the gaps D ₁ and D ₂ are reduced.

Here, the discrepancies in the gap D _1, D _2, since the shearing deformation of the viscoelastic material 46 is small at a reduced gap D _1, D ₂ side, decrease in vibration reducing effect of the viscoelastic damper 16, The vibration frequency bandwidth (range) at which the vibration reduction effect can be obtained is reduced. Further, unexpected repeated stress may act on the inner wall of the through hole 50 from the stopper pin 54, and the through hole 50 or the stopper pin 54 may be fatigued. On the other hand, on the increased gaps D ₁ and D ₂ side, since the amount of shear deformation of the viscoelastic body 46 becomes large, the performance of the viscoelastic body 46 may be deteriorated due to hardening deterioration or the like. Moreover, the timing at which an external force is transmitted to the corrugated steel shear wall 14 through the stopper pin 54 is delayed, and the timing at which the corrugated steel earthquake resistant wall 14 exhibits seismic performance and damping performance during an earthquake is delayed. In this embodiment, such a problem can be solved by reducing fluctuations in the gaps D ₁ and D ₂ , and an external force can be transmitted to the corrugated steel shear wall 14 at a timing within a predetermined range. Therefore, the damping performance of the viscoelastic damper 16 and the seismic performance and damping performance of the corrugated steel shear wall 14 are suppressed.

  In this embodiment, the grounded upper steel beam 22, the corrugated steel shear wall 14 and the temporary member 68 are disposed between the steel columns 18 and 20, but the upper steel beam 22 is interposed between the steel columns 18 and 20. The corrugated steel shear wall 14 and the temporary member 68 may be assembled.

Further, as shown in FIG. 10, after a concrete slab 74 is constructed on the upper steel beam 22, the temporary member 68 is removed, and a viscoelastic damper is provided between the upper steel beam 22 and the corrugated steel shear wall 14. 16 may be arranged. Specifically, a concrete slab 74 is constructed on the upper steel beam 22 in a state where the upper steel beam 22 and the corrugated steel seismic wall 14 are connected by a temporary member 68. Thereby, even if the upper steel beam 22 is bent due to the weight of the slab 74, the relative displacement between the upper steel beam 22 and the corrugated steel shear wall 14 is suppressed by the temporary member 68 in the horizontal direction. 44 can be fixed to the upper steel beam 22 and the corrugated steel shear wall 14 in a predetermined positional relationship. Therefore, fluctuations in the gaps D ₁ and D ₂ can be further reduced.

  In addition, it is desirable to set the time to remove the temporary member 68 in consideration of various loading loads, not limited to the slab 74 constructed on the upper steel beam 22.

Further, as shown in FIGS. 11A and 11B, a vertical surface 50 </ b> A may be provided in the through hole 50 formed in the web 42 </ b> A of the outer angle 42 constituting the viscoelastic damper 16. The vertical plane 50A is formed in the horizontal direction on both sides of the inner wall of the through hole 50, when the horizontal movement of the stopper pin 54 exceeds a gap D ₁ or the gap D _{2 (predetermined} value), the stopper pin 54 The outer wall is hit. 11B, even if the stopper pin 54 moves in the up and down direction (in the arrow Y direction), the vertical surface 50A is provided between the vertical surface 50A and the stopper pin 54. The gaps D ₁ and D ₂ do not increase or decrease. Therefore, fluctuations in the gaps D ₁ and D ₂ due to bending of the upper steel beam 22 such as construction errors and creep deformation and axial contraction of the steel columns 18 and 20 are reduced.

Further, the horizontal surface 50B may be provided in the through hole 50 in the same manner as the vertical surface 50A. The horizontal surface 50B is formed vertically on both sides of the inner wall of the through hole 50, when the vertical movement of the stopper pin 54 is greater than the clearance H ₁ or gaps H _2, to strike the outer wall of the stopper pin 54 It has become. Even if the stopper pin 54 moves in the through hole 50 in the horizontal direction (arrow X direction), as shown in FIG. 11C, the horizontal plane 50B is formed between the horizontal plane 50B and the outer wall of the stopper pin 54. The gaps H ₁ and H ₂ do not increase or decrease. Therefore, fluctuations in the gaps H ₁ and H ₂ due to bending of the upper steel beam 22 such as construction errors and creep deformation and axial contraction of the steel columns 18 and 20 are reduced. In addition, you may make the shape of the through-hole 50 into polygons, such as a rectangle and an octagon, and provide 50 A of vertical surfaces and the horizontal surface 50B.

  Further, sliding means (not shown) may be provided on the contact surface of the flange 68B constituting the temporary member 68 with the upper steel beam 22 or the contact surface with the corrugated steel shear wall 14. Thereby, since the frictional force generated between the temporary member 68 and the upper steel beam 22 and the corrugated steel shear wall 14 is reduced, the temporary member 68 is removed from between the upper steel beam 22 and the corrugated steel earthquake resistant wall 14. It becomes easy. Therefore, the workability is improved. As the sliding means, for example, tetrafluoroethylene (PTFE), polyamide, polyethylene, stainless steel, Teflon (registered trademark) may be used, and the contact surface of the flange 68B may be mirror-finished.

  Furthermore, as shown in FIGS. 12 and 13, a temporary member 78 in which two T-sections 76 are connected may be used. The two T-shaped steels 76 are arranged upside down and the webs 76A are overlapped with each other. Each web 76A is formed with a through hole, and two T-shaped steels 76 are connected by a connecting pin 80 penetrating through the through hole, and the relative displacement in the horizontal direction is restricted. Similarly, two L-shaped steels, two C-shaped steels, or these T-shaped steels, L-shaped steels, C-shaped steels, and the like may be appropriately combined to constitute a temporary member.

  The temporary member 78 is disposed between the upper steel beam 22 and the corrugated steel shear wall 14 so that the laminating direction of the web 76A is the out-of-plane direction of the corrugated steel sheet 28 (the direction of arrow A in FIG. 12). Bolt holes 81 are respectively formed in the flanges 76B of the two T-shaped steels 76, and are fixed to the upper steel beam 22 and the corrugated steel shear wall 14 by bolts 60 and nuts 62, respectively.

  When the temporary member 78 is removed, the connection pin 80 is removed from the temporary member 78 by driving the end of the connection pin 80 with a hammer or the like to release the connection between the two T-shaped steels 76. Thereby, since the two T-shaped steels 76 can be removed separately, the temporary member 78 can be easily removed.

  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.

  In the second embodiment, a corrugated steel earthquake resistant wall divided into a plurality of pieces is used. FIG. 14 shows the upper steel beam 92 and the corrugated steel earthquake resistant wall 84 connected by the temporary member 68, and FIG. 15 shows the upper steel beam 92 and the corrugated steel earthquake resistant wall connected by the viscoelastic damper 16. 84 is shown.

<Configuration of corrugated steel shear wall>
The corrugated steel earthquake resistant wall 84 is divided into three wall members 84A, 84B, and 84C. Each of the wall members 84A, 84B, 84C includes a corrugated steel plate 28 and a frame body 30 (see FIG. 1). Adjacent wall members 84A, 84B, and 84C are joined so as to be able to transmit a shearing force by high-strength bolts 86 and nuts 88 that pass through the stacked vertical flanges 32A and 32B. These vertical flanges 32 </ b> A and 32 </ b> B function as stiffening ribs that give the corrugated steel sheet 28 out-of-plane rigidity. Thereby, the shear buckling strength of the corrugated steel shear wall 84 is increased.

  Further, the joining plate 38 (see FIG. 2) protruding from the lateral flange 34B provided at the lower end of each wall member 84A, 84B, 84C is welded to the lower steel beam 94. In the present embodiment, as in the first embodiment, the joining plate 38 and the backing plate 40 are welded to reduce the welding distortion of the joining plate 38, but the backing plate 40 is omitted as appropriate. Is possible.

  Of the vertical flanges 32A, 32B of the wall members 84A, 84C, the vertical flanges 32A, 32B of the wall members 84A, 84C located at the horizontal end of the corrugated steel earthquake resistant wall 84 extend upward of the corrugated steel sheet 28, The upper end portion is joined to the flange 92A of the upper steel beam 92 by welding or the like.

  The upper steel beam 92, the wall members 84A, 84B, 84C, and the temporary member 68 are grounded or assembled between the steel columns 18 and 20. Both ends of the upper steel beam 92 disposed between the steel columns 18 and 20 are welded to the diaphragms 26 provided at the joints of the steel columns 18 and 20, respectively. Thereafter, the temporary member 68 is removed, and the viscoelastic damper 16 is attached between the upper steel beam 92 and the corrugated steel shear wall 84, as shown in FIG. Through this viscoelastic damper 16, the shear force generated in each corrugated steel sheet 28 during an earthquake or the like is transmitted to the upper steel beam 92.

<Configuration of support member>
As shown in FIGS. 14 and 15, one or more (two in FIGS. 14 and 15) supporting the upper steel beam 22 is supported between the upper steel beam 92 and the corrugated steel shear wall 84. A member 90 is provided. The support member 90 is made of a steel plate and is provided above the vertical flanges 32A and 32B joined by high-strength bolts 86 and nuts 88, that is, provided so as to be continuous with the vertical flanges 32A and 32B as stiffening ribs. ing. The height of the support member 90 is higher than that of the temporary member 68, and the upper and lower ends thereof are joined to the upper steel beam 92 and the corrugated steel earthquake resistant wall 84 by welding. Thereby, the vertical load introduced from the upper steel beam 92 to the temporary member 68 is reduced. Note that a jack or the like may be used instead of the support member 90.

  The support member 90 may be ground together with the upper steel beam 92, the wall members 84A, 84B, 84C, and the temporary member 68, or the upper steel beam 92, the wall members 84A, 84B, 84C, and the temporary member. 68 may be provided between the upper steel beam 92 and the corrugated steel quake-resistant wall 84 after the 68 is arranged between the steel columns 18 and 20. Further, the vertical flanges 32A and 32B can be extended upward of the corrugated steel plate 28 and used as a support member.

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

  Since the corrugated steel earthquake resistant wall 84 is divided into a plurality of wall members 84A, 84B, and 84C, these wall members 84A, 84B, and 84C can be separately transported and lifted. improves.

Further, by providing the support member 90 between the upper steel beam 92 and the corrugated steel shear wall 84, the upper steel beam 92 is supported by the support member 90 and the vertical flanges 32A and 32B. Deflection is suppressed. Accordingly, since the relative displacement in the horizontal direction and the vertical direction between the upper steel beam 92 and the corrugated steel shear wall 84 due to the bending is suppressed, the upper steel beam 92 and the corrugated steel plate are placed in a predetermined positional relationship between the outer angle 42 and the inner angle 44. It can be fixed to the seismic wall 84. Therefore, fluctuations in the gaps D ₁ and D ₂ and the gaps H ₁ and H ₂ are suppressed. Further, since the vertical force introduced from the upper steel beam 92 to the temporary member 68 is reduced, the temporary member 68 can be easily removed. Therefore, the workability is improved. Furthermore, since the upper steel beam 22 and the vertical flanges 32A and 32B are connected by the support member 90 and the vertical flanges 32A and 32B are constrained, the shear buckling strength of the corrugated steel shear wall 84 is increased. Therefore, the seismic performance and damping performance of the corrugated steel shear wall 84 are improved.

  The support member 90 can be omitted as appropriate, but it is desirable to provide it appropriately for the long span frame 96. In the present embodiment, the support member 90 is provided above the vertical flanges 32 </ b> A and 32 </ b> B, but may be provided above the stiffening rib 36.

  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.

<Structure of steel block earthquake resistant wall>
In the third embodiment, a steel block earthquake resistant wall (steel earthquake resistant wall) 104 is used instead of the corrugated steel earthquake resistant wall. As shown in FIG. 16, the steel block seismic wall 104 is configured by arranging a plurality of block steel materials 106 vertically and horizontally and joining adjacent block steel materials 106. For these block steel materials 106, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.), or the like is used.

  As shown in FIG. 17, the block steel material 106 is made of C-shaped steel, and includes a web 106A and flanges 106B provided at upper and lower ends of the web 106A. The block steel materials 106 adjacent to each other in the vertical direction are overlapped with each other and joined with a high-strength bolt 108 and a nut 110 that pass through the flanges 106B so as to transmit shearing force.

  As shown in FIG. 16, the block steel members 106 adjacent in the horizontal direction are connected by a connecting member 112 (stiffening rib). The connecting member 112 is made of T-shaped steel, and is arranged on the back surface side of the block steel material 106 with the longitudinal direction being the vertical direction (vertical direction). The flange 112B of the connecting member 112 is overlapped with the web 106A of the block steel material 106 adjacent to each other in the horizontal direction, and the block steel material 106 and the connecting member 112 are fastened by a high-strength bolt 114 and a nut 116 that penetrate the flange 112B and the web 106A. And are joined so as to transmit shearing force. Further, the web 112A of the connecting member 112 projects in the out-of-plane direction of the block steel material 106, and the out-of-plane rigidity is imparted to the block steel material 106 by the web 112A. That is, the web 112A of the connecting member 112 functions as a stiffening rib. The connecting member 112 is not limited to the T-shaped steel, but may be an L-shaped steel, a C-shaped steel, an H-shaped steel, an I-shaped steel, or a flat steel plate.

  A plate-like mounting member 118 is projected on the side surface of each steel column 18, 20, and a web 106 </ b> A of a block steel material 106 is overlaid. The steel block seismic wall 104 and the steel columns 18 and 20 are joined to each other so as to be able to transmit a shearing force by a high-strength bolt 114 and a nut (not shown) penetrating the attachment member 118 and the web 106A. Further, the steel block seismic wall 104 and the lower steel beam 94 are joined so as to transmit shearing force by a high-strength bolt 108 and a nut 110 that pass through the flange 94A of the lower steel beam 94 and the flange 106B of the block steel material 106. Yes.

  It should be noted that the number of stages in which the block steel materials 106 are stacked in the vertical direction and the number of columns arranged in the horizontal direction can be appropriately changed as necessary. Moreover, the block steel materials 106 adjacent to each other in the horizontal direction and the vertical direction only need to be joined so as to transmit shearing force, and may be joined by an adhesive such as welding or epoxy resin. Similarly, the steel block seismic wall 104, the steel columns 18, 20 and the lower steel beam 94 need only be joined so as to transmit shearing force, and may be joined by an adhesive such as welding or epoxy resin. good. Further, the steel block seismic wall 104 and the steel columns 18 and 20 do not necessarily have to be joined. In addition, it is also possible to join the corrugated steel shear wall 14 and the surrounding lower steel beam 24 in the first embodiment with an adhesive such as welding or epoxy resin.

  A viscoelastic damper 16 is disposed between the upper steel beam 92 and the steel block earthquake resistant wall 104. The inner angle 44 (see FIG. 3) of the viscoelastic damper 16 is placed on the block steel material 106, and the steel block earthquake-resistant wall is formed by the flange 44B, the high-strength bolt 114 passing through the flange 106B (end flange), and the nut 116. 104 is fixed.

  In addition, since the attachment method of the viscoelastic damper 16 is the same as that of 1st Embodiment, description is abbreviate | omitted.

  Next, the operation of the third embodiment will be described. In addition, since the effect | action of the viscoelastic damper 16 is the same as that of 1st Embodiment, only the effect | action of the steel block earthquake-resistant wall 104 is demonstrated.

Interlayer deformation occurs in the frame 12 due to wind or earthquake, and the horizontal relative displacement between the outer angle 42 (see FIG. 3B) of the viscoelastic damper 16 and the inner angle 44 increases, and the stopper pin 54 moves horizontally. When the amount exceeds the gap D ₁ or the gap D ₂ (predetermined value), the outer wall of the stopper pin 54 hits the inner wall of the through hole 50 formed in the outer angle 42. As a result, an external force is transmitted to the steel block earthquake resistant wall 104, and each block steel material 106 undergoes shear deformation. Thereby, each block steel material 106 resists external force, and the steel material block earthquake-resistant wall 104 exhibits earthquake-resistant performance. Moreover, by designing so that each block steel material 106 yields with respect to external force, vibration energy is absorbed by the hysteresis energy of steel materials, and the steel material block earthquake-resistant wall 104 exhibits damping performance.

  Therefore, while the micro-vibration such as wind and traffic vibration is absorbed by the viscoelastic damper 16, an external force can be transmitted to the steel block seismic wall 104 in the event of a large earthquake to exhibit seismic performance and vibration control performance. Therefore, it is possible to improve the living performance while ensuring the seismic performance and vibration control performance.

  The steel block earthquake-resistant wall 104 is configured by joining a plurality of block steel materials 106. Therefore, since each block steel material 106 can be conveyed and lifted separately, the transportability and lifting are improved.

  Next, a fourth embodiment will be described. In addition, the thing of the same structure as 1st-3rd embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  In the fourth embodiment, a steel plate earthquake resistant wall (steel earthquake resistant wall) 120 is used instead of the corrugated steel earthquake resistant wall. As shown in FIGS. 18 and 19, the steel plate seismic wall 120 includes a plurality of vertical ribs 126 </ b> A (stiffening ribs) arranged at intervals in the horizontal direction and a plurality of plates arranged at intervals in the vertical direction. The horizontal rib 126B and a lattice body 126 joined in a lattice shape are provided. In the lattice frame defined by the vertical ribs 126A and the horizontal ribs 126B, the steel plates 128 are fitted into the top, bottom, left and right, and the steel plates 128 and the openings 130 have a checkered pattern. Note that the longitudinal rib 126A, the transverse rib 126B, and the steel plate 128 are joined to each other by an adhesive such as welding or epoxy resin. Moreover, as a material of the steel plate 128, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.), etc. are used.

  A frame body 132 is provided on the outer periphery of the lattice body 126. The frame body 132 is configured by joining vertical flanges 134A and 134B provided at the left and right end portions of the lattice body 126 and horizontal flanges 136A and 136B provided at the upper and lower end portions of the lattice body 126 in a frame shape. Yes. A viscoelastic damper 16 is attached to a lateral flange 136A (end flange) provided at the upper end of the lattice body 126, and the lattice body 126 applies a shearing force to the upper steel beam 22 via the viscoelastic damper 16. It is joined so that it can be transmitted. Further, a joining plate 38 projects from a lateral flange 136B provided at the lower end of the lattice body 126, and the lattice body 126 is joined to the lower steel beam 24 via the joining plate 38 so that shear force can be transmitted. Has been.

  Next, the operation of the fourth embodiment will be described. In addition, since the effect | action of the viscoelastic damper 16 is the same as that of 1st Embodiment, only the effect | action of the steel plate earthquake-resistant wall 120 is demonstrated.

Interlayer deformation occurs in the frame 12 due to wind, earthquake, etc., and the horizontal relative displacement between the outer angle 42 (see FIG. 5B) of the viscoelastic damper 16 and the inner angle 44 increases, and the stopper pin 54 moves horizontally. When the amount exceeds the gap D ₁ or the gap D ₂ (predetermined value), the outer wall of the stopper pin 54 hits the inner wall of the through hole 50 formed in the outer angle 42. As a result, an external force is transmitted to the steel plate earthquake resistant wall 120, the lattice body 126 is deformed, and the steel plate 128 provided in the lattice frame is shear-deformed. Thereby, the steel plate 128 resists external force, and the steel plate seismic wall 120 exhibits seismic performance. Moreover, by designing so that each steel plate 128 yields with respect to external force, vibration energy is absorbed by the hysteresis energy of steel materials, and the steel plate earthquake-resistant wall 120 exhibits damping performance.

  Therefore, while the micro-vibration such as wind and traffic vibration is absorbed by the viscoelastic damper 16, an external force can be transmitted to the steel plate earthquake-resistant wall 120 in the event of a large earthquake, and the seismic performance and damping performance can be exhibited. Therefore, it is possible to improve the living performance while ensuring the seismic performance and vibration control performance.

  Further, the steel plate earthquake resistant wall 120 is provided with an opening 130 where the steel plate 128 is not provided in the lattice frame. Therefore, daylighting, ventilation, openness, and design are improved. Moreover, since the opening part 130 can be utilized also as equipment opening, such as wiring and piping of equipment, a design freedom improves.

  In the present embodiment, the steel plates 128 are alternately provided in the lattice frame so as to have a checkered pattern, but the present invention is not limited to this. The steel plate seismic wall 120 only needs to have at least one opening 130, and the number and arrangement of the steel plates 128 can be changed as appropriate. For example, the steel plates 128 may be continuously provided in adjacent lattice frames, or the openings 130 may be connected and provided. Further, the steel plates 128 and the openings 130 may be alternately provided for each column, or the steel plates 128 and the openings 130 may be alternately provided for each row.

  In the first to fourth embodiments, the corrugated steel plate earthquake resistant walls 14 and 84 using corrugated steel plates as steel earthquake resistant walls, the steel block earthquake resistant wall 104 using C-shaped steel, and the like are described as examples. However, it is not limited to this. For example, you may use the steel plate earthquake resistant wall which provided the frame on the outer periphery of the flat steel plate. That is, the steel plate constituting the steel earthquake-resistant wall is not limited to a flat steel plate, but includes a corrugated steel plate, a shaped steel web, and the like. Moreover, the corrugated steel plate 28 having a cross-sectional shape as shown in FIGS. Furthermore, the corrugated steel earthquake resistant walls 14 and 84 may be attached to the frames 12 and 96 with the crease of the corrugated steel sheet 28 in the vertical direction. These steel shear walls can be appropriately provided with stiffening ribs.

  Further, the corrugated steel shear walls 14 and 84 and the steel block earthquake resistant walls 104 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 corrugated steel plate earthquake resistant walls 14, 84, steel block earthquake resistant wall 104, and steel plate earthquake resistant wall 120, it is possible to improve the earthquake resistance performance, vibration control performance, living performance, etc. of the building.

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

12 frame 14 corrugated steel shear wall (steel shear wall)
16 Viscoelastic damper 18 Steel column 20 Steel column 22 Upper steel beam 24 Lower steel beam 28 Corrugated steel plate (steel plate)
34A Horizontal flange (end flange)
34B Horizontal flange 36 Stiffening rib 42 Outside angle (first member)
44 Inner angle (second member)
46 Viscoelastic body 50 Through hole (stopper means)
50A Vertical surface 50B Horizontal surface 54 Stopper pin (stopper means, pin member)
68 Temporary member 78 Temporary member 84 Corrugated steel seismic wall (steel seismic wall)
90 Support member 92 Upper steel beam 94 Lower steel beam 96 Frame 104 Steel block earthquake resistant wall (steel earthquake resistant wall)
106B Flange (End flange)
106 Block steel (steel plate)
112 Connecting member (stiffening rib)
120 Steel plate shear wall (steel shear wall)
122 Vertical rib (stiffening rib)
128 Steel plate 136A Horizontal flange (end flange)
136B Horizontal flange D ₁ clearance (predetermined value)
D ₂ gap (predetermined value)
H ₁ gap H ₂ gap

Claims (7)

The horizontal displacement of the first member, the second member, the viscoelastic body held between the first member and the second member, and the horizontal direction of the first member and the second member is predetermined. A viscoelastic damper mounting method for mounting a viscoelastic damper to a frame having a stopper means for restricting relative displacement in the horizontal direction between the first member and the second member when the value is equal to or greater than a value,
A temporary member provided between the upper steel beam and the steel earthquake-resistant wall, and a temporary member connecting step for connecting the upper steel beam and the steel earthquake-resistant wall;
The upper steel beam to which the steel seismic wall is connected is disposed between steel columns, the ends of the upper steel beam are welded to the steel columns, respectively, and the lower steel frame constructed between the steel columns A frame construction process for constructing the frame by joining the steel shear wall to a beam;
The temporary member is removed, and the viscoelastic damper is disposed between the upper steel beam and the steel earthquake-resistant wall, and the first member and the second member are respectively the upper steel beam and the steel earthquake-resistant material. A viscoelastic damper mounting process for fixing to a wall;
A viscoelastic damper mounting method comprising:   The viscoelastic damper attachment method according to claim 1, wherein the viscoelastic damper attachment step is performed after a slab is constructed on the upper steel beam.   A support member that connects the steel earthquake resistant wall and the upper steel beam between the steel earthquake resistant wall and the upper steel beam, and reduces a vertical load introduced from the upper steel beam to the temporary member. The attachment method of the viscoelastic damper of Claim 1 or Claim 2 with which is provided. The steel earthquake resistant wall includes a steel plate, an end flange provided at an upper end portion of the steel plate and connected to the temporary member, and a stiffening rib provided on a plate surface of the steel plate and extending in the vertical direction.
The method for attaching a viscoelastic damper according to claim 3, wherein the support member is provided above the stiffening rib. The first member and the second member are opposed in the out-of-plane direction of the frame;
The stopper means has a pin member that penetrates through a through-hole formed in each of the first member and the second member, and forms a gap with an inner wall of the through-hole,
The vertical surface which the said pin member contacts is formed in the inner wall of the said through-hole when the horizontal relative displacement amount of the said 1st member and the said 2nd member becomes more than predetermined value. 5. A method for attaching a viscoelastic damper according to any one of 4 above.   The method for attaching a viscoelastic damper according to claim 4, wherein the steel plate is a corrugated steel plate. A frame composed of a pair of steel columns, and an upper steel beam and a lower steel beam installed between the steel columns;
A steel earthquake resistant wall disposed between the upper steel beam and the lower steel beam and joined to the lower steel beam;
A viscoelastic damper attached between the upper steel beam and the steel earthquake resistant wall by the viscoelastic damper attachment method according to any one of claims 1 to 6,
Building with.

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