JP2010121384A - Seismic retrofitting method and building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a seismic retrofitting method capable of reducing labor for work. <P>SOLUTION: While strength is decreased by forming slits 46A and 46B in an existing wall 40, the toughness of the whole frame 12 is increased by fixing a corrugated earthquake-resisting member 26 to upper and lower interior walls 42A and 42B of an opening 42. In other words, the amount of the story deformation of the frame 12 is increased by forming the slits 46A and 46B in the existing wall 40; and the amount of the shear deformation of the corrugated earthquake-resisting member 26 fixed to the upper and lower interior walls 42A and 42B of the opening 42 is increased. Consequently, an earthquake-resisting effect is exerted. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a seismic repair method for existing walls provided on the construction surface of a frame and a building.

  In the seismic retrofitting of existing walls with openings, it is common practice to increase the strength and toughness by adding more concrete or installing damping elements such as damping braces. However, when concrete is struck repeatedly, not only the weight of the building increases, but also the rigidity increases as the proof stress increases, the building cycle becomes shorter, and the seismic force acting on the building may increase. Further, the concrete reinforcement method involves complicated work such as installation of formwork, concrete placement, and concrete curing, and there is a concern that the construction period will be prolonged.

  On the other hand, when a damping member having an energy absorbing mechanism such as a damping brace and an existing wall with high rigidity are used in combination, the deformation of the building is reduced by the rigidity of the existing wall, and the damping member absorbs energy by the deformation of the building. There is a risk of reducing the vibration control effect.

By the way, Patent Document 1 proposes a seismic reinforcement method in which corrugated steel plates are installed on the frame of an existing building. Further, Patent Document 2 proposes a vibration suppression pillar in which corrugated steel plates are installed with a space between the left and right pillars constituting the frame. The corrugated steel sheets disclosed in these Patent Documents 1 and 2 are formed by processing a steel sheet into a corrugated shape, and are arranged on the frame of the frame with the crease line lying sideways. Therefore, since this corrugated steel sheet expands and contracts like an accordion in the vertical direction, the upper and lower beams constituting the frame are not constrained, and the deformation performance (toughness) as a rigid frame structure is not hindered. On the other hand, the corrugated steel sheet can resist horizontal force and can give strength to the frame. Furthermore, the strength of the steel sheet can be adjusted by changing the material strength, thickness, number of stacked sheets, corrugated pitch, wave height, etc., and the design flexibility is high and the seismic performance is excellent. However, Patent Documents 1 and 2 do not utilize existing walls.
JP 2006-37628 A JP 2006-37581 A

  In view of the above facts, the present invention has an object to provide an earthquake-proof repair method using existing walls.

  The seismic retrofitting method according to claim 1, wherein the lateral sides of the steel plate are fixed to the upper and lower inner walls of the opening portion of the existing wall provided on the construction surface of the frame composed of columns and upper and lower horizontal members, A slit or a groove reaching the horizontal member is formed in the existing wall along or in parallel with the vertical side.

  According to the above method, a so-called toughness type is formed in which slits or grooves are formed in the existing wall to reduce the proof stress, while the lateral sides of the steel plate are fixed to the upper and lower inner walls of the opening to increase the toughness of the entire frame. Seismic reinforcement of That is, the amount of inter-layer deformation of the frame is increased by forming slits or grooves in the existing wall along or parallel to the longitudinal side of the steel plate, and the lateral sides are fixed to the inner walls above and below the opening. Increase the amount of shear deformation of the steel plate to exert the seismic effect.

  Here, when a horizontal force acts on the frame due to an earthquake or the like, the frame exhibits seismic performance as a rigid frame structure, and the inner walls above and below the opening are relatively displaced in the horizontal direction, and the horizontal force is transmitted to the steel plate. Thereby, a steel plate carries out a shear deformation and exhibits an earthquake resistance effect. In addition, by designing the steel plate to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel plate, and a damping effect is exhibited. In this way, by using the existing wall and installing the steel plate on the frame, it is possible to perform earthquake-resistant repair with excellent earthquake resistance.

  In addition, when the existing wall is an outer wall or the like, it is possible to prevent rain or the like entering the building by forming a groove instead of a slit in the existing wall. In this case, it is possible to obtain the same effect as the slit by adjusting the depth of the groove according to the assumed horizontal force such as an earthquake and separating the existing wall from the groove at the time of the earthquake. .

  The seismic retrofit method according to claim 2 forms a slit or groove extending from the inner wall of the opening of the existing wall provided on the construction surface of the frame composed of columns and upper and lower horizontal members to the horizontal member, The lateral sides of the steel plate are fixed to the upper and lower inner walls of the opening sandwiched between the opposing slits or grooves.

  According to the above method, a so-called toughness type is formed in which slits or grooves are formed in the existing wall to reduce the proof stress, while the lateral sides of the steel plate are fixed to the upper and lower inner walls of the opening to increase the toughness of the entire frame. Seismic reinforcement of That is, a slit or groove extending from the inner wall of the opening to the horizontal member is formed on the existing wall to increase the amount of inter-layer deformation of the frame, and the side walls on the upper and lower inner walls of the opening sandwiched by the opposing slit or groove Increases the amount of shear deformation of the steel plate to which is fixed, and demonstrates the seismic effect.

  Here, when a horizontal force acts on the frame due to an earthquake or the like, the frame exhibits seismic performance as a rigid frame structure, and the inner walls above and below the opening are relatively displaced in the horizontal direction, and the horizontal force is transmitted to the steel plate. Thereby, a steel plate carries out a shear deformation and exhibits an earthquake resistance effect. In addition, by designing the steel plate to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel plate, and a damping effect is exhibited. In this way, by using the existing wall and installing the steel plate on the frame, it is possible to perform earthquake-resistant repair with excellent earthquake resistance.

  The earthquake-resistant repair method according to claim 3 is the earthquake-resistant repair method according to claim 1 or 2, wherein the steel plate is fixed to each of the plurality of openings of the existing wall.

  According to said method, a steel plate is fixed to each of the some opening part of the existing wall. Thus, a steel plate can be installed according to the required seismic performance.

  The earthquake-resistant repair method according to claim 4 is the earthquake-resistant repair method according to claim 1 or 2, wherein a plurality of steel plates are fixed to the opening portion at intervals in the lateral direction.

  According to the above method, a plurality of steel plates are fixed to one opening portion in the transverse direction, and slits or grooves are formed in the existing wall along or in parallel with the vertical sides of each steel plate. Alternatively, a slit or groove extending from the inner wall of one opening to the horizontal member is formed in the existing wall, and the horizontal sides of the steel plates are respectively formed on the upper and lower inner walls of the opening sandwiched between these opposed sets of slits or grooves. Fix it. Thus, a steel plate can be installed according to the required seismic performance. In this case, instead of specially manufacturing a steel plate that matches the shape and size of a single opening, a plurality of standardized steel plates (standard products) can be attached to improve the manufacturing efficiency and achieve a predetermined seismic performance and control. Vibration performance can be obtained.

  The earthquake-resistant repair method according to claim 5 is the earthquake-resistant repair method according to any one of claims 1 to 4, wherein the existing wall to which the steel plate is fixed is left and a part of the other existing wall is left. Or remove all.

  According to said method, the existing wall where the horizontal side of the steel plate was fixed was left, and some or all of the other existing walls are removed. Thus, the proof stress of the existing wall can be adjusted by removing a part or all of the other existing wall. Further, the amount of interlayer deformation of the frame increases and the amount of shear deformation of the steel plate increases, improving the toughness of the entire frame. Furthermore, daylighting, ventilation, facility wiring / pipeability, and design are increased, and design flexibility is further improved.

  The earthquake-resistant repair method according to claim 6 is the earthquake-resistant repair method according to any one of claims 1 to 5, wherein the steel plate is a corrugated steel plate.

  According to said method, the steel plate is made into the corrugated steel plate. Corrugated steel plates can resist horizontal forces and exhibit seismic performance by shear deformation. Moreover, by designing the corrugated steel shear wall to yield with respect to the horizontal force, the vibration energy is absorbed by the hysteresis energy of the steel plate, and the damping effect is exhibited. Therefore, it is possible to perform earthquake-resistant repair with excellent seismic performance and damping performance. Furthermore, by making the steel plate into a corrugated shape, the shear buckling strength and deformation performance can be improved, and stiffening ribs as means for preventing shear buckling can be reduced as compared with the case of using a normal steel plate. In addition, the corrugated steel sheet has an accordion effect in which the rigidity is weak in the direction perpendicular to the crease (the rigidity in the vertical direction is weak in FIG. 1A), and therefore does not hinder the bending deformation of the upper and lower horizontal members, In addition, since it has a characteristic that there is no axial force fluctuation caused by an increase in the deflection of the horizontal member due to a change in creep or loading load, it is easy to improve the performance of the existing building.

  The building according to claim 7 is repaired by the earthquake-resistant repair method according to any one of claims 1 to 6.

  According to said structure, it can be set as the building excellent in earthquake-resistant performance by using the earthquake-proof repair method of any one of Claims 1-6.

  Since this invention was set as said structure, the effort of a work can be reduced, strengthening proof stress and toughness.

  Hereinafter, an earthquake-proof repair method according to an embodiment of the present invention and a building repaired by the earthquake-proof repair method will be described with reference to the drawings. FIG. 1 (A) and FIG. 1 (B) show a building 10 that has been repaired by the earthquake-resistant repair method according to the embodiment of the present invention.

  A frame 12 constituting the building 10 is composed of left and right reinforced concrete (hereinafter referred to as “RC”) columns 14 and 16 and RC upper and lower beams 18 and 20 (horizontal members), and has a ramen structure. . The upper and lower beams 18 and 20 are provided with an upper connecting portion 40A and a lower connecting portion 40B, respectively. As will be described later, the upper connecting portion 40A and the lower connecting portion 40B are configured by a part of the existing wall 40. The upper connecting portion 40A is provided so as to protrude downward from the lower surface of the beam 18, and the lower connecting portion 40B is provided on the beam 20. Is provided so as to protrude upward from the upper surface.

  A corrugated seismic member 26 is disposed between the upper connecting portion 40A and the lower connecting portion 40B. The corrugated seismic member 26 includes a corrugated steel plate 28 (steel plate) and a frame 30. The corrugated steel sheet 28 is configured by bending a steel sheet into a corrugated shape, and is disposed on the surface of the frame 12 with the crease being lateral (the direction of the crease is lateral). 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.

  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 32 </ b> A and 32 </ b> B are formed in a plate shape, and are fixed by welding along the left and right ends of the corrugated steel sheet 28. Further, steel lateral 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 fixed by welding along upper and lower ends of the corrugated steel sheet 28. The end portions of the vertical flanges 32A and 32B and the horizontal flanges 34A and 34B are joined together by welding or the like, thereby forming a frame body 30 surrounding the outer peripheral portion of the corrugated steel sheet 28. The vertical flanges 32A and 32B and the horizontal flanges 34A and 34B correspond to the vertical and horizontal sides of the corrugated seismic resistant member 26, respectively.

  The lateral flanges 34A and 34B are respectively fixed to an inner wall 42A (an inner wall above the opening) of the upper connecting portion 40A and an inner wall 42B (an inner wall below the opening) of the lower connecting portion 40B, thereby the upper connecting portion 40A. And the lower connecting portion 40 </ b> B are connected by the corrugated seismic member 26. Openings 36A and 36B are provided between the corrugated seismic member 26 and the left and right columns 14 and 16, respectively, and the upper connecting portion 40A, the lower connecting portion 40B, and the corrugated seismic member 26 constitute an intermediary column. Yes.

  The vertical flanges 32A and 32B and the horizontal flanges 34A and 34B constituting the frame body 30 are not limited to plates, and may be H-shaped steel, L-shaped steel, channel steel, or the like. Further, when the corrugated seismic member 26 has a small shear buckling strength and proof strength, it is desirable to prevent shear buckling by joining the corrugated steel plate 28 with a stiffening rib extending in the vertical direction by welding or the like.

  Next, the earthquake-proof repair method according to the embodiment will be described.

  FIG. 2A shows an existing wall 40 provided on the construction surface of the frame 12. The existing wall 40 made of RC is integrated with the left and right columns 14 and 16 and the upper and lower beams 18 and 20, and an opening 42 used for windows, facility wiring, piping, etc. is provided at the center. ing.

  First, as shown in FIG. 2B, the corrugated seismic member 26 is installed in the opening 42. Next, the lateral flanges 34 </ b> A and 34 </ b> B (lateral sides) of the corrugated seismic member 26 are fixed to the upper and lower inner walls 42 </ b> A and 42 </ b> B of the opening 42, respectively. The horizontal flanges 34A and 34B and the inner walls 42A and 42B may be joined (fixed) so as to be able to transmit a horizontal force, and may be adhesively joined (adhesion method) with an adhesive such as epoxy resin, as will be described later. May be joined using a stud or the like. On the other hand, the corrugated seismic member 26 is disposed with a gap between the left and right inner walls 42C and 42D of the opening 42, and the vertical flanges 32A and 32B and the left and right inner walls 42C and 42D are not joined.

  The corrugated seismic member 26 of this embodiment is manufactured according to the shape and size of the opening 42, but the opening 42 may be widened according to the size and shape of the corrugated earthquake resistant member 26. Moreover, the opening part 42 is not restricted to what was originally provided in the existing wall 40, You may provide in the field as needed.

  Next, as shown in FIG. 3A, slits 46A and 46B are formed in the existing wall 40 above and below the opening 42 by a diamond cutter or the like. The slits 46A and 46B are formed in the vertical direction along the vertical side of the corrugated seismic member 26, that is, along the extended lines of the vertical flanges 32A and 32B. The slit 46 </ b> A has a length from the inner wall 42 </ b> A above the opening 42 to the lower surface of the beam 18, and the slit 46 </ b> B has a length from the inner wall 42 </ b> B below the opening 42 to the upper surface of the beam 20. Thereby, the site | part of the existing wall 40 pinched by the slit 46A which opposes, or the slit 46B which opposes is isolate | separated from the site | part of the other existing wall 40, 40 A of upper connection parts are formed above the opening part 42, and the opening part 42 A lower connecting portion 40B is formed below the lower portion. For convenience of explanation, other existing wall portions that are located on the left and right of the opening 42 and separated from the upper connecting portion 40A and the lower connecting portion 40B are referred to as existing walls 40C and 40D, respectively.

  The slits 46A and 46B do not have to be strictly along the vertical flanges 32A and 32B of the corrugated seismic member 26, and it is only necessary to secure a space for fixing the horizontal flanges 34A and 34B. That is, the slits 46A and 46B may be formed substantially parallel to the vertical sides (vertical flanges 32A and 32B) of the corrugated seismic resistant member 26 (not necessarily strictly parallel, including construction errors, etc.). 40A and the edge part of the lower connection part 40B, and the vertical flanges 32A and 32B do not need to be flush. Moreover, the slit 46A and the slit 46B do not need to be on the same line, and may be shifted in the horizontal direction.

  Next, as shown in FIG. 3B, along the outer peripheries of the existing walls 40C and 40D, between the existing walls 40C and 40D and the left and right columns 14 and 16, and between the existing walls 40C and 40D and the upper and lower beams. The slits 48 are respectively formed with a diamond cutter or the like between 18 and 20, and the existing walls 40C and 40D are removed. Thereby, openings 36 </ b> A and 36 </ b> B are formed between the corrugated earthquake-resistant member 26 and the left and right columns 14 and 16.

  When the upper connecting portion 40A or the lower connecting portion 40B has low rigidity and proof strength, it is desirable to reinforce appropriately by, for example, striking concrete or joining along an iron plate or the like.

  Next, the effect | action of the earthquake-proof repair method which concerns on embodiment is demonstrated.

  FIG. 4 shows a deformed state of the frame 12 and the corrugated seismic member 26 during an earthquake or the like. In FIG. 4, the deformed state of the frame 12 and the corrugated seismic member 26 is exaggerated for easy understanding.

  As shown in FIG. 4, when a horizontal force (in the direction of arrow F) acts on the frame 12 due to wind, earthquake, or the like, and interlayer deformation occurs in the frame 12, the bending of the upper and lower beams 18, 20 is caused by the accordion effect of the corrugated steel sheet 28. Since the deformation is not hindered, the frame 12 exhibits seismic performance as a ramen structure. Further, the horizontal force is transmitted from the upper connecting portion 40A and the lower connecting portion 40B to the corrugated earthquake resistant member 26, and the corrugated steel plate 28 undergoes shear deformation. Thereby, the corrugated steel plate 28 resists a horizontal force and exhibits an earthquake resistance effect. Further, by designing the corrugated steel sheet 28 to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel sheet, and a damping effect is exhibited.

  By using the corrugated seismic member 26 as described above, it is possible to perform seismic reinforcement excellent in seismic performance and damping performance. That is, the existing walls 40C and 40D are removed to reduce the proof stress of the existing wall 40, while the corrugated seismic member 26 having excellent deformation performance is installed to give the proof strength. As a result, the amount of inter-layer deformation of the frame 12 increases, and the frame 12 exhibits seismic performance as a rigid frame structure, and a horizontal force is transmitted to the corrugated seismic members 26 fixed to the upper and lower inner walls 42A and 42B of the opening 42. Has been demonstrated seismic performance.

  Here, for example, when the target seismic performance required for the building 10 (seismic performance after seismic retrofit) can be represented by the curve 50 shown in FIG. 5, according to the seismic retrofit method of this embodiment, The performance 52 can be moved to the seismic performance 58 (arrow C direction). Reference numeral 52 denotes the earthquake resistance performance of the building 10 before the earthquake-resistant repair, and reference numerals 54, 56 and 58 denote earthquake resistance performance of the building 10 after the earthquake-proof repair.

  Seismic retrofits are broadly divided into strength type (arrow A) and toughness type (arrow B). When pursuing strength type, there are problems such as increase in seismic force and prolonged construction period due to excessive striking method. In the case of pursuing a tough type, a large amount of reinforcement is required for the frame, and the same problem as that of the strength type arises. In this regard, it is possible to secure the strength and deformation performance of the building by using the additional striking method and vibration suppression brace together, but the installation width of the vibration suppression brace tends to be large, and the use space such as indoors becomes narrow. . Furthermore, if the vibration suppression brace and the existing wall having high rigidity are used in combination, the deformation performance of the building is lowered due to the rigidity of the existing wall, and the vibration damping effect of the vibration damping member that absorbs energy may be reduced due to the deformation of the building. .

  On the other hand, the corrugated seismic member 26 in this embodiment can be adjusted in its installation width by changing the plate thickness and corrugated shape (corrugated pitch, wave height, etc.). Can be used effectively. In addition, since the existing wall 40 is provided with slits 46A and 46B, and the existing walls 40C and 40D are removed, the rigidity and strength of the existing wall 40 can be adjusted. Performance can be demonstrated.

  In addition, although the corrugated seismic member 26 is installed in the opening 42 to close the opening 42, the existing walls 40C and 40D are removed to form the openings 36A and 36B, so that the opening ratio of the existing wall 40 before the earthquake-resistant repair is formed. As a result, it is possible to ensure an aperture ratio equal to or higher than the above, and to improve lighting, ventilation, wiring / piping of equipment, design, and the like.

  In addition, since the corrugated seismic member 26 and the frame 12 as a rigid frame structure are both excellent in deformation performance, the proof strength of the corrugated seismic member 26 and the frame 12 can be added. That is, generally, the deformation angle (hereinafter referred to as “maximum proof stress deformation angle”) of the existing RC wall 40 is significantly smaller than the maximum proof stress angle of the ramen structure without the RC wall. These proof strengths cannot simply be added. On the other hand, the maximum proof deformation angle of the corrugated seismic member 26 can be adjusted by changing the plate thickness and corrugated shape (corrugated pitch, wave height, etc.), and the deformation angle is usually provided with an RC wall. Since this is a value close to the maximum proof stress angle of the non-ramen frame, these proof strengths can be added.

  In addition, the corrugated steel sheet 28 can improve the shear buckling strength and deformation performance by making the corrugated steel sheet into a corrugated shape, and reduce the number of stiffening ribs as means for preventing shear buckling as compared with the case of using a normal steel sheet. be able to. Further, the corrugated steel sheet 28 has an accordion effect that the rigidity is weak in the direction orthogonal to the crease, so that the bending deformation of the upper and lower beams 18 and 20 is not inhibited, and the beam 18 due to a change in creep or load load, Since it has the characteristic which does not have the axial force fluctuation | variation resulting from 20 deflection | deviation increase, it is easy to improve the performance of the building 10. FIG.

  Next, the modification of the earthquake-proof repair method which concerns on embodiment is demonstrated. In addition, the thing of the same structure as said embodiment attaches | subjects a same sign, and abbreviate | omits suitably and demonstrates.

  As shown in FIG. 6A, the existing wall 40 is provided with two openings 60 and 62. In this case, the corrugated seismic member 26 can be installed in each of the two openings 60 and 62. Note that the openings 60 and 62 are not limited to those originally provided in the existing wall 40, and may be provided on-site as necessary.

  Specifically, as shown in FIG. 6B, the corrugated seismic members 26 are respectively disposed in the two openings 60 and 62 provided in the existing wall 40. Next, the lateral flanges 34A and 34B of the corrugated seismic member 26 are fixed to the inner walls 60A, 60B, 62A and 62B above and below the opening 60, respectively. Next, as shown in FIG. 7A, along the vertical flanges 32A and 32B (longitudinal sides) of the corrugated seismic member 26, or along the vertical flanges 32A and 32B, on the existing walls 40 above and below the openings 60 and 62, respectively. The slits 46A and 46B reaching the upper and lower beams 18 and 20 are formed substantially parallel to each other. Thereby, the site | part of the existing wall 40 pinched by the slit 46A which opposes, or the slit 46B which opposes is isolate | separated from the site | part of the other existing wall 40, and two upper connection parts 40A are formed above the opening part 42, and opening Two lower connecting portions 40 </ b> B are formed below the portion 42. Next, as shown in FIG. 7B, along the outer peripheries of the existing walls 40C, 40D, and 40E, between the existing walls 40C to 40E and the left and right pillars 14 and 16, and the existing walls 40C to 40E and the upper and lower sides. The slits 48 are respectively formed with a diamond cutter or the like between the beams 18 and 20, and the existing walls 40C to 40E are removed. Thereby, openings 36A, 36B, and 36C are formed between the corrugated seismic member 26 and the left and right columns 14 and 16 and between the adjacent corrugated seismic members 26. In addition, the opening parts 60 and 62 provided in the existing wall 40 are not limited to two, and may be three or more.

  8A and 8B, when two openings 60 and 62 are provided in the existing wall 40, the portion 40X of the existing wall 40 that separates the openings 60 and 62 is provided. It may be cut and removed with a diamond cutter or the like, and the openings 60 and 62 may be connected to provide one opening 64. As shown in FIG. 9A, the corrugated earthquake-resistant member 26 corresponding to the shape and size of the opening 64 is installed in the opening 64, and the horizontal flanges 34A and 34B are connected to the inner walls 64A above and below the opening 64, It fixes to 64B, respectively. Next, as shown in FIG. 9B, the upper and lower walls 40 on the upper and lower sides of the opening 64 are vertically moved along the vertical flanges 32A and 32B of the corrugated seismic member 26 or substantially parallel to the vertical flanges 32A and 32B. Slits 46A and 46B reaching the beams 18 and 20 are formed, respectively. Next, as shown in FIG. 9B, along the outer peripheries of the existing walls 40C, 40D, between the existing walls 40C, 40D and the left and right columns 14, 16, and between the existing walls 40C, 40D and the upper and lower beams. The slits 48 are respectively formed with a diamond cutter or the like between 18 and 20, and the existing walls 40C and 40D are removed. Thereby, openings 36 </ b> A and 36 </ b> B are formed between the corrugated earthquake-resistant member 26 and the left and right columns 14 and 16.

  Further, as shown in FIGS. 10A and 10B, the corrugated seismic member 26 may be installed in the opening 66 having a wide frontage. The opening 66 is provided between a hanging wall 68 hanging down from the upper beam 18 and a waist wall 70 provided at the lower part of the frame 12, and the opening extends to the left and right columns 14 and 16.

  First, the corrugated seismic member 26 is installed at a substantially central portion of the opening 66, and the lateral flanges 34A and 34B are fixed to the upper and lower inner walls 66A and 66B of the opening 66, respectively. The corrugated seismic member 26 is narrower than the opening of the opening 66, and an opening is formed between the corrugated seismic member 26 and the left and right columns 14, 16 when installed in the opening 66. In FIG. 10B, the corrugated seismic member 26 is installed at the center of the opening 66, but the present invention is not limited to this, and it may be shifted to the column 14 side or the column 16 side.

  Next, as shown in FIG. 11 (A), the drooping wall 68 and the waist wall 70 above and below the opening 66 are formed along the vertical flanges 32A and 32B of the corrugated seismic resistant member 26 or substantially as the vertical flanges 32A and 32B. In parallel, slits 46A and 46B reaching the upper and lower beams 18 and 20 are formed, respectively, and the hanging wall 68 and the waist wall 70 are divided in the lateral direction. As a result, the part of the hanging wall 68 and the waist wall 70 sandwiched between the facing slit 46A or the facing slit 46B is separated from the other hanging wall 68 and the part of the waist wall 70, and the upper connecting part is located above the opening 66. 68A is formed, and a lower connecting portion 70A is formed below the opening 66.

  Next, along the outer peripheries of the hanging walls 68B, 68C and the waist walls 70B, 70C separated from the upper connecting portion 68A and the lower connecting portion 70A, the hanging walls 68B, 68C, the waist walls 70B, 70C and the left and right columns 14, 16 are provided. And slits 48 are formed by a diamond cutter or the like between the hanging walls 68B and 68C, the waist walls 70B and 70C, and the upper and lower beams 18 and 20, respectively, and the hanging walls 68B and 68C, the waist wall 70B, 70C is removed. Thereby, openings 36 </ b> A and 36 </ b> B are formed between the corrugated earthquake-resistant member 26 and the left and right columns 14 and 16.

  In addition, as shown in FIGS. 12A and 12B, the corrugated seismic member 26 may be installed in the opening 72 used for exhausting smoke or the like. You may install the earthquake-resistant member 26. FIG. The opening 72 has a wide frontage and is provided in the upper part of the existing wall 40.

  First, as shown in FIG. 12B, the three corrugated seismic members 26 are arranged in the opening 72 with a gap in the horizontal direction (horizontal direction). Next, the lateral flanges 34 </ b> A and 34 </ b> B of the corrugated seismic member 26 are fixed to the upper and lower inner walls 72 </ b> A and 72 </ b> B of the opening 72, respectively. In FIG. 12B, the three corrugated seismic members 26 are installed in the opening 72, but the present invention is not limited to this, and one or more corrugated seismic members 26 can be installed.

  Next, as shown in FIG. 13A, the existing walls 40 above and below the opening 72 are vertically moved along the vertical flanges 32A and 32B of the corrugated seismic resistant member 26 or substantially parallel to the vertical flanges 32A and 32B. Slits 46A and 46B reaching the beams 18 and 20 are formed, respectively. Thereby, the site | part of the existing wall 40 pinched | interposed by the slit 46A which opposes, or the slit 46B which opposes is isolate | separated from the site | part of the other existing wall 40, and three upper corresponding to each corrugated earthquake-resistant member 26 above the opening part 72 is obtained. A connecting portion 40A is formed, and three lower connecting portions 40B corresponding to the corrugated seismic members 26 are formed below the opening 72.

  Next, along the outer peripheries of the existing walls 40C, 40D, and 40E, diamonds are provided between the existing walls 40C to 40E and the left and right columns 14 and 16, and between the existing walls 40C to 40E and the upper and lower beams 18, 20. Each slit 48 is formed with a cutter or the like, and these existing walls 40C to 40E are removed. Thereby, openings 36A, 36B, 46C, and 46D are formed between the corrugated seismic member 26 and the left and right columns 14 and 16 and between the adjacent corrugated seismic members 26.

  Further, as shown in FIGS. 14A and 14B, the corrugated seismic member 26 may be installed in an opening 74 used for an entrance and the like. The opening 74 is a so-called sweeping window extending to the lower beam 20.

  First, as shown in FIG. 14B, the corrugated seismic member 26 is disposed in the opening 74. Next, the lateral flanges 34 </ b> A and 34 </ b> B of the corrugated seismic member 26 are fixed to the inner wall 74 </ b> A above the opening 74 and the upper surface 20 </ b> A of the beam 20, respectively. Next, as shown in FIG. 14 (A), on the existing wall 40 above the opening 74, along the longitudinal flanges 32A and 32B of the corrugated seismic member 26 or substantially parallel to the longitudinal flanges 32A and 32B. The slits 46A reaching the beams 18 are respectively formed. Thereby, the site | part of the existing wall 40 pinched | interposed by the slit 46A which opposes is isolate | separated from the site | part of the other existing wall 40, and 40 A of upper connection parts are formed above the opening part 74. FIG. Note that the upper surface 20 </ b> A of the beam 20 constitutes an inner wall below the opening 74.

  Next, as shown in FIG. 15A, along the outer periphery of the existing walls 40C and 40D, between the existing walls 40C and 40D and the left and right pillars 14 and 16, and between the existing walls 40C and 40D and the upper and lower beams. The slits 48 are respectively formed with a diamond cutter or the like between 18 and 20, and the existing walls 40C and 40D are removed as shown in FIG. Thereby, openings 36 </ b> A and 36 </ b> B are formed between the corrugated earthquake-resistant member 26 and the left and right columns 14 and 16. 14A and 14B, when the opening 74 is up to the upper beam 18 and the existing wall 40 is between the opening 74 and the beam 20, the corrugated seismic member 26 may be fixed to the lower surface of the upper beam 18 and the inner wall below the opening 74.

  Moreover, in said embodiment, after installing the waveform earthquake-resistant member 26 in the opening part of the existing wall 40, although slit 46A, 46B was formed in the existing wall 40 above or below an opening part, it is not restricted to this. For example, with respect to the existing wall 40 shown in FIG. 2A, first, as shown in FIG. 16A, slits 46A extending from the upper and lower inner walls 42A and 42B of the opening 42 to the upper and lower beams 18 and 20, 46B is formed, that is, slits 46A and 46B extending in the vertical direction are formed in the existing wall 40 above and below the opening 42, respectively, and the upper connection portion 40A and the lower connection are formed between the opposing slits 46A and 46B. Part 40B is formed. Next, as shown in FIG. 3 (B), the corrugated seismic member 26 is disposed between the upper connecting portion 40A and the lower connecting portion 40B, and the inner walls above and below the opening 42 sandwiched between the slits 46A and 46B. The lateral flanges 34A and 34B may be fixed to 42A and 42B, respectively, and the upper connecting portion 40A and the lower connecting portion 40B may be connected by the corrugated seismic member 26. Further, with respect to the existing hanging wall 68 and waist wall 70 shown in FIG. 10 (A), first, as shown in FIG. 16 (B), the upper and lower beams 18, 20 slits 46A and 46B are formed, and an upper connecting portion 68A and a lower connecting portion 70A are formed between the opposing slits 46A and 46B. At this time, it is only necessary to secure a space for fixing the horizontal flanges 34A, 34B of the corrugated seismic member 26 to the upper connecting portion 68A and the lower connecting portion 70A. The slits 46A, 46B are arbitrary on the inner walls 66A, 66B above and below the opening 66 Can be formed in position. As described above, the seismic retrofit method of the present embodiment may be any order as long as it includes at least the step of installing the corrugated seismic member 26 and the step of providing the slits 46A and 46B above or below the opening.

  In the above embodiment, the existing walls (existing walls 40C, 40D, 40E) other than the existing walls (the upper connecting portion 40A, the lower connecting portion 40B) to which the corrugated seismic member 26 is fixed are removed from the frame 12. Not limited to. These existing walls 40 </ b> C and the like may be removed as appropriate according to the seismic performance required for the building 10, that is, the proof stress and deformation performance required for the building 10. Therefore, when it is desired to increase the proof strength of the building 10, for example, as shown in FIG. 3A, only the slits 46A and 46B may be formed in the existing wall 40, and the existing walls 40C and 40D may be left. In this case, the upper connecting portion 40A and the lower connecting portion 40B are separated (edge-cut) from the other existing walls 40C and 40D by the slits 46A and 40B, so that the shear deformation of the corrugated steel plate 28 is not restricted, and the corrugated seismic member 26 Seismic performance and vibration control performance can be demonstrated.

  Furthermore, as shown in FIG. 17, the existing walls 40S and 40T (sleeve walls) may be partially left. In this case, it is desirable to reinforce the existing walls 40S and 40T by providing reinforcing members 76 such as iron plates and carbon fiber sheets at the ends of the openings 36A and 36B, and reinforcing bars and the like are arranged at the ends to provide concrete. You may hit more.

  Further, as shown in FIGS. 18A to 18C, the longitudinal flanges 32A and 32B of the corrugated seismic member 26 are extended in the vertical direction and joined along the side surfaces of the upper connecting portion 40A and the lower connecting portion 40B. You may do it. Specifically, as shown in FIG. 18 (A), a corrugated steel sheet 28 having vertical flanges 32A and 32B protruding from the upper and lower ends of the corrugated steel sheet 28 at the left and right ends is shown in FIG. 18 (B). Furthermore, it arrange | positions between 34 A of upper connection parts and the lower connection part 34B, and joins the horizontal flanges 34A and 34B to the upper connection part 34A and the lower connection part 34B by the adhesive method. At this time, the vertical flanges 32A and 32B are arranged along the left and right side surfaces of the upper connecting portion 40A and the lower connecting portion 40B, and are joined to the left and right side surfaces of the upper connecting portion 40A and the lower connecting portion 40B by an adhesive method or the like. Is done.

  Here, in the case of the configuration shown in FIG. 1A, both axial end portions of the horizontal flanges 34A and 34B are more easily peeled off from the upper connecting portions 40A and 40B than other portions, and the corrugated steel sheet 28 is shear-deformed. In this case, since the vertical force generated in the vertical flanges 32A and 32B is concentrated on the corners of the upper connecting portion 40A and the lower connecting portion 40B, the corner portions may be broken or damaged. On the other hand, as shown in FIG. 18B, the longitudinal flanges 32A and 32B are extended in the vertical direction and joined to the upper connecting portion 40A and the lower connecting portion 40B, thereby preventing the horizontal flanges 34A and 34B from peeling off. In addition, since the vertical force generated in the vertical flanges 32A and 32B is distributed and transmitted to the side surfaces of the upper connecting portions 40A and 40B, the corner portions of the upper connecting portion 40A and the lower connecting portion 40B are prevented from being damaged or damaged. it can. Further, the vertical flanges 32A and 32B can stiffen the upper connecting portion 40A and the lower connecting portion 40B, and can prevent protrusion of reinforcing bars or the like arranged therein.

  Further, as shown by a two-dot chain line in FIG. 18C, the shear of the corrugated seismic member 26 is increased by increasing the width of the horizontal flanges 34A and 32B (the length in the direction perpendicular to the plate surface of the corrugated steel sheet 28). Buckling strength and yield strength can be increased.

  In the above embodiment, the lateral flanges 34A, 34B, the upper connecting portion 40A, and the lower connecting portion 40B are joined by the bonding method. However, the present invention is not limited to this, and shear force transmission of the studs 78, 80, etc. as shown in FIG. You may join using an element. Specifically, first, a plurality of studs 78 are erected on the upper and lower inner walls 42A and 42B of the opening 42 by driving or the like, and on the other hand, a plurality of studs 80 are welded to the lateral flanges 34A and 34B of the corrugated earthquake resistant member 26, respectively. Etc. At this time, the upper and lower inner walls 42 </ b> A and 42 </ b> B of the opening 42 may be cut to widen the opening area. Next, the corrugated anti-seismic member 26 is installed in the opening 42 through the spacer 82, a formwork or the like (not shown) is installed around the stud, and a filler such as mortar and cement is filled up to the dotted line G. The corrugated seismic member 26 is fixed to the inner walls 42 </ b> A and 42 </ b> B of the opening 42. As a result, the corrugated seismic member 26, the upper connecting portion 40A, and the lower connecting portion 40B are connected via the studs 78 and 80 so that the shearing force can be transmitted to each other.

  Further, as shown in FIGS. 20A and 20B, grooves 86A, 86B, and 88 may be formed instead of providing slits 46A, 46B, and 48 in the existing wall 40. These grooves 86 </ b> A, 86 </ b> B, 88 are provided leaving a wall thickness of about ¼ without penetrating the existing wall 40. Thus, when a horizontal force is applied to the frame, the grooves 86A, 86B, 88 are cracked, and the upper connecting portion 40A, the lower connecting portion 40B, and the other existing wall 40C, with the grooves 86A, 86B, 88 as boundaries. , 40D, 40E are separated, and the same effect as the slits 46A, 46B, 48 can be obtained. These grooves 86A, 86B, and 88 are particularly effective when the existing wall 40 faces outward like an outer wall, and can prevent rain, wind, and the like entering the building. The wall thickness left on the existing wall 40, that is, the depth of each of the grooves 86A, 86B, and 88 may be appropriately adjusted according to the material and strength of the existing wall 40 and the horizontal force acting on the frame 12.

  Further, in the above embodiment, the corrugated steel sheet 28 is installed in the opening 42 or the like with the crease being lateral (the direction of the crease is lateral), but the present invention is not limited thereto, and the crease is vertically (folded). You may install in the opening part 42 grade | etc., For direction. When the crease is made vertical, it is desirable to consider the time when the corrugated seismic member 26 is fixed to the upper connecting portion 40A and the lower connecting portion 40B so that axial force is not introduced into the corrugated steel plate 28. As one specific measure, it is desirable to install the corrugated anti-seismic member 26 in the upper connecting part 40A and the lower connecting part 40B at the final stage of the anti-seismic repair in which the axial deformation of the column member or the like under construction converges. Further, a plurality of corrugated seismic members 26 may be arranged to face each other in the same opening 42, and the corrugated steel plate 28 having the cross-sectional shapes of FIGS. May be used. Furthermore, it is sufficient that at least one corrugated steel plate 26 is disposed on the frame 12.

  In the above embodiment, the corrugated seismic member 26 is used. However, the present invention is not limited to this. As shown in FIGS. 21A and 21B, the seismic member 96 using a flat steel plate 98 is used. May be. The earthquake-resistant member 96 is composed of a steel plate 98 and a frame body 99. As with the corrugated steel sheet 28, the steel plate 98 is provided with steel vertical flanges 100A and 100B at the left and right ends, and steel horizontal flanges 102A and 102B at the upper and lower ends. A frame 99 surrounding the outer peripheral portion of the steel plate 98 is constituted by the vertical flanges 100A and 100B and the horizontal flanges 102A and 102B. Then, the horizontal flanges 102A and 102B are fixed to the upper and lower inner wall surfaces 42A and 42B (the lower surface of the upper connecting portion 40A and the upper surface of the lower connecting portion 40B) by an adhesive method or a stud, respectively. The part 40A and the lower connecting part 40B are connected by the earthquake-resistant member 96 to form a stud. Further, stiffening ribs 104 for preventing shear buckling are provided on the steel plate surface of the steel plate 98 in a lattice shape. Although this stiffening rib 104 can be omitted as appropriate, it is desirable to provide the stiffening rib 104 because the flat steel plate 98 is more likely to be shear buckled than the corrugated steel plate 28.

Furthermore, as shown in FIGS. 22A and 22B, an earthquake-resistant member 106 using a C-shaped steel plate may be used. The earthquake-resistant member 106 includes a plurality (three in FIG. 21) of steel plates 108 having a C-shaped cross section. These three steel plates 108 are arranged adjacent to each other in the vertical direction with the flange portions facing each other, and are joined by bolts and nuts (not shown) penetrating the facing flange portions. Steel vertical flanges 110 </ b> A and 110 </ b> B are provided at the left and right ends of the steel plates 108. Further, fixing members 112 are provided on the upper part of the uppermost steel plate 108 and on the lower part of the lowermost steel plate 108, respectively. The steel fixing member 112 is configured to have a T-shaped cross-section by standing a joining plate 112B on a fixing plate 112A. The lower surface and the upper surface of the lower connecting portion 40B are joined by an adhesive method or a stud, and the steel plate 108 is joined to the joining plate 112B by a bolt 114. Thereby, 40 A of upper connection parts and 40 B of lower connection parts are connected by the earthquake-resistant member 106, and a stud is comprised.
In the configuration shown in FIG. 22, the seismic member 106 is composed of a plurality of steel plates 108 arranged adjacent to each other in the vertical direction, but may be composed of a plurality of steel plates 108 arranged adjacent to each other in the left and right directions. 106 may be composed of one steel plate 108.
These steel plates 98 and 108 can exhibit shear resistance or vibration control performance by shear deformation when interlayer deformation occurs in the frame 12 due to an earthquake or the like.

  Moreover, in said embodiment, it is not necessary to improve a yield strength rather than the building before an earthquake-proof improvement, and it may be equivalent or less. The essence of the present invention is to invalidate the existing wall by forming a slit or groove, and while using a part of the existing wall, replacing the seismic element with a steel plate / corrugated steel plate with excellent deformation performance and energy absorption capability, It is to improve the seismic performance of the building.

  The existing wall 40 is not limited to the RC structure, but may be a steel reinforced concrete structure, an ALC wall, or a spun cleat. In addition, the columns 14 and 16 and the beams 18 and 20 constituting the frame 12 are not limited to reinforced concrete structures, but may be various methods such as steel reinforced concrete structures, prestressed concrete structures, steel structures, and on-site methods and precast methods. It is applicable to the used structural member. Further, instead of the beams 18 and 20, a concrete slab or a small beam may be used.

  Furthermore, the seismic retrofit method according to the present embodiment may be used for a part of the building 10 or for all. By using the seismic retrofit method of this embodiment, it is possible to construct a building having excellent seismic performance and vibration control performance.

  As mentioned above, although embodiment of this invention was described, this invention is not limited to such embodiment, Of course, in the range which does not deviate from the summary of this invention, it can implement in a various aspect.

(A) is a front view which shows the existing wall to which the earthquake-proof repair method based on embodiment of this invention was applied, (B) is the 1-1 sectional view taken on the line of FIG. 1 (A). It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is a front view which shows the deformation | transformation state at the time of the earthquake of the existing wall to which the earthquake-proof repair method which concerns on embodiment of this invention was applied. It is a graph which shows the relationship between the yield strength and deformation performance in an earthquake-proof repair. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is explanatory drawing which shows the construction example of the earthquake-proof repair method which concerns on embodiment of this invention, (A) And (B) It is a front view which shows the existing wall. It is a front view which shows the earthquake-resistant wall to which the earthquake-proof repair method which concerns on embodiment of this invention was applied. It is a front view which shows the earthquake-resistant wall to which the earthquake-proof repair method which concerns on embodiment of this invention was applied. (A) And (B) is a front view which shows the modification of the installation method of the corrugated seismic member which concerns on embodiment of this invention, (C) is 2-2 sectional view taken on the line of FIG. 18 (B). It is a front view which shows the modification of the installation method of the corrugated earthquake-resistant member which concerns on embodiment of this invention. (A) is a front view which shows the existing wall to which the earthquake-proof repair method based on embodiment of this invention was applied, (B) is 3-3 sectional view taken on the line of FIG. 20 (A). (A) is a front view which shows the existing wall to which the earthquake-proof repair method which concerns on embodiment of this invention was applied, (B) is 4-4 sectional view taken on the line of FIG. 21 (A). (A) is a front view which shows the existing wall to which the earthquake-proof repair method which concerns on embodiment of this invention was applied, (B) is 5-5 sectional view taken on the line of FIG. 22 (A). (A)-(D) are sectional drawings which show the cross-sectional shape of the corrugated steel plate which concerns on embodiment of this invention.

Explanation of symbols

10 Building 12 Frame 14, 16 Column 18, 20 Beam (horizontal member)
28 Corrugated Steel Sheet 40 Existing Wall 42 Opening 42A Inner Wall 42B Inner Wall 46 Slit 60 Opening 60A Inner Wall 60B Inner Wall 64 Opening 64A Inner Wall 64B Inner Wall 66 Opening 66A Inner Wall 66B Inner Wall 72 Opening 72A Inner Wall 72B Inner Wall 74 Opening 74A Inner Wall 74B Inner Wall 74B Inner Wall 74B 86 Groove 98 Steel plate 108 Steel plate

Claims (7)

  The horizontal side of the steel plate is fixed to the upper and lower inner walls of the opening of the existing wall provided on the construction surface of the frame composed of the columns and the upper and lower horizontal members, and along or in parallel with the vertical side of the steel plate, A seismic retrofit method for forming slits or grooves reaching the horizontal member on an existing wall.   A slit or groove extending from the inner wall of the opening of the existing wall provided on the construction surface of the frame composed of the pillar and the upper and lower horizontal members to the horizontal member is formed and sandwiched between the opposed slits or the grooves An earthquake-proof repair method for fixing the lateral sides of the steel plate to the upper and lower inner walls of the opening.   The earthquake-proof repair method of Claim 1 or Claim 2 which fixes the said steel plate to each of the said some opening part of the said existing wall.   The earthquake-proof repair method of Claim 1 or Claim 2 which fixes a some steel plate to the said opening part at intervals in a horizontal direction.   The earthquake-proof repair method of any one of Claims 1-4 which leaves the said existing wall to which the said steel plate was fixed, and removes a part or all of the other said existing wall.   The earthquake-resistant repair method according to claim 1, wherein the steel plate is a corrugated steel plate.   A building that has been repaired by the earthquake-proof repair method according to any one of claims 1 to 6.

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