JP2006274783A - Antiseismic reinforcing method for building adopting piloti frame - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To improve the antiseismic performance of a building provided with a piloti frame. <P>SOLUTION: Antiseismic reinforcement is carried out by giving a piloti frame to a building which has openings divided and formed by combining columns with lateral members connected to the columns. In this case, a set of at least two plates connected to the columns and extended to the lateral members is arranged in each opening stated above; a closed space having a width almost equal to that of the column or the lateral member is formed between the two plates; then, the plates are temporarily secured and fixed with fastening members penetrating through the plate; concrete is poured to the closed space and hardened; and then a prestress is introduced to the concrete hardened through the plate by tightening the fastening members. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a method for seismic reinforcement of a building including a pillar frame having an opening formed by a combination of a column member and horizontal members (beam members, floor members, etc.) connected to the top and bottom of the column member. .

  Here, a case where a layer (a piloti layer) composed of a piloty frame exists on an arbitrary floor is generally called a soft story, but a case where a piloti layer exists on the first floor is called a piloty building. The present invention is intended for all buildings having a piloti frame partially, including a building having a piloti layer on an arbitrary floor of the first floor or two or more floors, or a building existing in an underground portion.

  The Piroti building, which has almost no walls and is supported by the pillars, can secure a parking lot in a small site and can ensure comfortable living. However, it cannot be said that most of the buildings have sufficient seismic performance (strength and toughness) against earthquakes.

  In the Great Hanshin-Awaji Earthquake that occurred in January 1995, not only a large number of piloti buildings were severely damaged, but even some piloti buildings designed by the new earthquake resistance design method in 1981 were used in some buildings. Wrecked. The piloti building is regarded as a dangerous building that is vulnerable to earthquakes. In December 1995, the Building Standard Law was partially revised, and the earthquake resistance design of the piloti building was further strengthened.

  As a technique related to seismic reinforcement of a reinforced concrete column in a building, a structure in which a reinforcing steel plate is wound and fixed around the column is known (see, for example, Patent Document 1).

In addition, with regard to the new technology related to the seismic reinforcement of the piloty frame, proposals have been made for the addition of ordinary RC sleeve walls and RC earthquake resistant walls, or steel braces and PC steel bar braces.
JP-A-9-291510

  An object of the present invention is to propose a novel method capable of seismic reinforcement of an existing piloti building or a building partially having a piloty frame without enormous costs.

The present invention provides a seismic reinforcement for a building having a pillar frame having an opening formed by combining a pillar member and a lateral member connected to the pillar member.
In the opening, at least two plates linked to the pillar member and extending toward the transverse member are disposed, and a closed space having a width substantially equal to that of the pillar member or the transverse member is formed between the plates. Next, after temporarily fixing the plate with a fastening member penetrating the plate, the concrete is filled in the closed space and hardened, and then the fastening member is tightened and passed through the plate to the hardened concrete. A method for seismic reinforcement of a building having a piloty frame characterized by introducing prestress.

  In the method having the above structure, it is preferable that the plate is disposed in at least a part or all of the opening.

  Moreover, the reinforcement body which combined several vertical bars and several horizontal bars using the post-construction anchor can be arrange | positioned in the side wall vicinity area of the pillar member in the said closed space.

  When an open end is formed at the end when forming a closed space that forms a sleeve wall type wall using two plates, it also serves as a formwork that connects the plates to each other at the open end. Seismic performance is further increased by using a grooved type reinforcement.

  Further, a supplementary bar arranged along the column member and a lateral reinforcing bar supported by the supplementary bar can be arranged in the vicinity of the side wall of the column member in the closed space. In this case, the groove type reinforcing material as described above is not required.

  In both or either one of the pillar member and the lateral member, a stud gibber as a connecting member that projects into the closed space and integrates with the hardened concrete is disposed in advance.

  In the present invention, the plate is preferably extended to the side surface of the transverse member, and the plate and the fastening member penetrating the transverse member are tightened to press the plate against the transverse member. Is extended to the side surface of the transverse member to form a gap between the plate and the side surface of the transverse member, leading to a closed space, and a fastening member penetrating the plate and the transverse member is disposed, and the concrete is placed in the gap. After the filling and curing, the tightening member may be tightened to press the plate against the transverse member.

  Furthermore, in the case of providing a seismic reinforcement for a building including a pillar frame having an opening formed by combining a pillar member and a transverse member connected to the pillar member, the opening is linked to the pillar member to the transverse member. At least two plates extending toward the plate to form a closed space having a width substantially equal to that of the column member or the transverse member between the plates, and then, a fastening member penetrating the plate After the plate is temporarily fixed, the concrete is filled into the closed space and hardened. Subsequently, the fastening member is tightened and prestress is introduced into the hardened concrete through the plate, while the remaining piloti frame is left as it is. For column pillar members, beam members or beam-column joints, a simple corner piece is constructed using angle steel, and this is used as a column member. Improving the deformability of column members, beam members, and beam-to-column joints by placing them on the opposing surfaces of beam members or beam-column joints or at each corner to connect and tighten the simple corner pieces together. You may make it plan.

  The opening of the piloty frame is sandwiched by plates (steel plates) to form an extremely thick wall with prestressing, so that the horizontal strength (strength) and toughness (stickiness) of the building are greatly improved.

  Before the concrete is struck, the plate and the fastening member (PC steel bar) play the role of a formwork or foam tie (the one that keeps the formwork in place), but after the concrete hardens, the steel plate becomes a transverse reinforcement. The PC steel bar functions as a laterally restrained material introduced with tension, and exhibits a seismic reinforcement effect (both proof stress and toughness at the same time) as a very rational, lean and simple reinforcement method.

  When the plate is extended to the side of the horizontal member and the fastening member penetrating them is tightened to press the plate directly to the horizontal member or through the filled concrete, the destruction of the horizontal member is suppressed and the entire building is leveled. Both yield strength and toughness are greatly improved.

Hereinafter, the present invention will be described more specifically with reference to the drawings.
1 (a) and 1 (b) are schematic views of a building in which earthquake-proof reinforcement is applied to the opening of the first floor portion, and FIG. 2 is a view showing the side of the building shown in FIG.

  In the figure, 1 is a column member constituting the skeleton of the building, 2 is a beam member (horizontal member) connecting the column members 1 to each other, 3 is a floor member (transverse member), 4 is a column member 1 and a beam member 2, floor The opening is defined by the member 3 in the first floor portion, and the pillar member 1, the beam member 2, and the floor member 3 form a piloty frame.

  Reference numeral 5 denotes a sleeve wall type wall body formed so as to block a part of the opening 4. As shown in FIG. 3, the wall 5 has a plate (steel plate or the like) 5 a that is disposed and linked so as to sandwich the column member 1 from both sides to form a closed space therebetween, as shown in FIG. 3. The plate 5a includes a fastening member 5b (a PC steel rod that can be screwed with a nut) and a concrete 5c filled in a sealed space of the plate 5a (the plate 5a, the frame 2, and the floor member 3). A gap of about 20-30 mm is provided between the structural plan and construction.) If there is a gap between the plate 5a and the column member 1, a grout material is used as necessary to eliminate the gap. Is injected.

  Reference numeral 6 denotes a wall that blocks all of the openings 4. As shown in FIG. 4, the wall body 6 has a plate (steel plate or the like) 6 a that is linked to the column member 1, the beam member 2, and the floor member 3 to form a closed space therebetween, as shown in FIG. The fastening member 6b (a PC steel bar that allows the nut to be screwed) penetrating the plate 6a, the concrete 6c filled in the sealed space of the plate 6a, the column member 1 in three directions, and the plate 6a It consists of the reinforcing material 6d (steel plate) processed into the groove shape which overlaps and is connected via a PC steel rod.

  In any case of forming the walls 5 and 6, first, the plates 5a and 6a are arranged in association with the column member 1, the beam member 2 and the floor member 3, and a closed space is formed therebetween. Then, the fastening members 5b and 6b penetrating the plates 5a and 6a are caused to function as tie bars or foam ties to temporarily fix the plates 5a and 6a.

  Then, the concrete 5c, 6c is filled and cured in the closed space formed by the plates 5a, 6a, and then the binding members 5b, 6b are tightened to prestress the cured concrete 5c, 6c. Is introduced.

  When the walls 5 and 6 are provided according to the above procedure, not only the toughness (stickiness) but also the horizontal strength is greatly improved, and the earthquake resistance performance of the building having the piloty frame is remarkably improved.

  When the wall body 6 as shown in FIG. 4 is provided to block all the openings 4, it is preferable to combine a plurality of plates in order to realize simple construction (see FIG. 2).

  As for the wall body as shown in FIG. 3 which is a sleeve wall type, when a closed space is formed between the plates 5a, as shown in FIG. 5, a portion corresponding to the end of the wall body is formed. Since the open end t is provided, it is necessary to arrange a separate formwork. However, as shown in FIGS. 6 and 7, a groove-type reinforcing material 5d (steel plate) that also serves as a formwork can be arranged in advance. In this case, not only the strength at the end of the wall body is improved, but also the work of attaching and removing the formwork becomes unnecessary.

  In order to obtain a structural effect equivalent to that of the reinforcing material 5d also serving as the above-mentioned formwork (an effect of improving the strength at the end of the wall), as shown in FIG. It is also possible to arrange a plurality of lateral reinforcing bars 5f along the longitudinal direction of the vertical bars 5e. In this case, a separately removable formwork is disposed at a portion corresponding to the end of the wall.

  As for the column member 1 located at the corner P of the structure as shown in FIG. 9, as shown in FIG. 10 (a), the reinforcing material 7 processed into an L shape covering two orthogonal surfaces on the outer peripheral surface of the column member 1. And an L-shaped reinforcing material (angle steel material or the like) 8 is arranged between the plates 5a and 6a orthogonal to each other on the inner peripheral surface thereof, and the reinforcing material 7, the reinforcing material 8 and the plates 5a and 6a Are connected via the fastening members 5b and 6b. Thereby, the column member 1 and the wall are firmly integrated. In the case where the reinforcing member 7 is disposed on the outer peripheral surface of the column member 1 and there is a gap, the gap is filled with a grout material. The plates 5a and 6a shown in FIG. 10 (a) can be replaced with a groove-type reinforcing material 5d as shown in FIG. 10 (b). As described above, there is an advantage that the strength at the end of the wall is improved and the work of attaching and detaching the mold is not required.

  In the vicinity of the side wall of the column member 2 in the closed space, as shown in FIG. 11, it is also possible to arrange a reinforcing body 9 combining a plurality of main bars and band bars through post-construction anchors, As a result, the connection with the lateral members 2 and 3 is further strengthened, and the strength of the piloty frame is further increased by the reinforcing bars arranged via the post-construction anchor.

Figure 12 is a possible wall applied to the column member 1 site P ₁ shown in FIG. 13, FIG. 14 is a applicable wall pillars member 1 site P ₂ shown in FIG. 13.

  FIG. 12 shows a sleeve member type wall body provided on three surfaces of the column member 1 (T-shape), and FIG. 14 shows a sleeve member type wall body provided on four surfaces of the column member 1 (cross shape). ). In either of FIGS. 12 and 14, an L-shaped reinforcing material (an angle steel material or the like) 8 that functions as a reinforcing body can be disposed at a portion corresponding to the corner of the wall body. Both the horizontal strength and toughness of the building it has are significantly improved. In particular, the wall body that closes all of the sleeve walls or the openings 4 on the four surfaces of the pillar member 1 can be used as a middle pillar of a multi-span piloti building.

  FIGS. 15 (a) and 15 (b) show another embodiment in a piloti building subjected to earthquake-proof reinforcement according to the present invention. In this example, all column members 1 are provided with walls, and in this case, both the horizontal strength and toughness are remarkably improved. In fact, when a wall is provided, only a part of the piloty frame is required.

  When it is necessary to match the wall thickness with the size (width dimension) of the upper and lower transverse members 2 in forming the wall body in the opening 4 (normally, the size (width dimension) of the transverse member 2 is smaller than that of the column member 1. 16), as shown in FIG. 16, a reinforcing member 10 processed into a groove shape surrounding the column member 1 and a spacer 11 using a steel pipe or the like is disposed in a gap formed at the end of the plates 5a, 6a. The reinforcing material 10 processed into a shape, the spacer 11, and the plates 5a and 6a are connected by a fastening member 12 penetrating them.

  As shown in FIG. 17, the stud member 1 or the horizontal member 2 can be provided with a stud dowel 13 as needed (in the case of forming a wall that completely fills the opening, the column member 1 and the horizontal member 2 are provided. In some cases, the stud dowels 13 are arranged at equal intervals. The stud gibber 13 is fixed in advance to the pillar member 1 and / or the lateral member 2 and is disposed so as to protrude into a closed space formed by the plates 5a and 6a. Integration with the transverse member 2 is aimed at ensuring toughness.

  18A, 18B, and 19A and 19B, the plates 5a and 6a are extended so as to cover the side surfaces of the beam member 2, and the plates 5a and 6a and the beam member 2 are penetrated through the portions. The plate 5a, 6a is pressure-bonded to the beam member 2 by arranging and tightening the fastening members 5b, 6b.

  When the above-mentioned seismic reinforcement is applied to the piloty frame, the horizontal proof stress and toughness of the building are remarkably improved (destruction of the beam member 2 is suppressed) and the seismic performance is enhanced.

  20 (a), 20 (b), and 21 (a) (b) show the plates 5a and 6a extended to the side surface of the beam member 2 in a closed space between the plates 5a and 6a and the beam member 2. A gap is formed to connect, and when the concrete 5c, 6c is filled into the closed space, the gap is also filled with the concrete, and after tightening, the fastening members 5b, 6b are tightened.

  With this structure, prestress is introduced into the concrete 5c and 6c after curing when the fastening member 5b is tightened, so that the horizontal proof stress and toughness of the building are further improved.

  In other piloti frames that are not reinforced using the plates 5a and 6a and the fastening members 5b and 6b, it must follow the deformation of the building and support the vertical load to the end. Follow-up toughness is required. Therefore, when there is a piloty frame lacking in toughness, it is necessary to reinforce the column member, the beam member, and the column beam joint part independently. To reinforce the beam member 2, as shown in FIG. 22, the corner piece 14 is made of an angle steel material having a short dimension, and the corner pieces 14 are spaced apart from each other along the longitudinal direction on the opposite surface (upper and lower surfaces) of the beam member 2. It is only necessary to connect and tighten the corner pieces 14 facing each other with the fastening members 15 and to secure the toughness to follow the deformation, thereby ensuring the seismic performance of the entire building. Become. The corner piece 14 can also be used for reinforcing the column member 1.

  23 and 24, a simple corner piece 16 is formed by combining three angle steel members and a triangular reinforcing plate and welding them together to arrange them, and a plurality of them are arranged at each corner portion of the column member 1. The column member 1 is reinforced by connecting and tightening the simple corner pieces 16 with a fastening member 17. The simple corner piece 16 having such a configuration can be applied to the beam member 2 or the beam-column joint portion as well as the sleeve member and the waist wall continuous to the column member 1. This improves the seismic performance of the building.

  FIG. 25 shows another example in which the simple corner piece 16 shown in FIG. 23 is made continuous at each corner portion. This simple corner piece 18 is useful for reinforcing the column member 1, the beam member 2, and the beam-column joint as shown in FIG. 23. Since the simple corner piece 18 can use an existing angle steel material, There is no inconvenience that the cost increases, and there is an advantage that the attaching operation can be performed efficiently.

  FIG. 26 (a) shows an example in which a simple corner piece 16 is arranged at a cross-shaped column beam joint having a floor slab 20 to enhance seismic resistance, and FIG. 26 (b) shows a toe shape having a floor slab 20. An example in which a simple corner piece 16 is arranged at the beam-column joint in order to strengthen the earthquake resistance is shown.

A piloti frame having a structure as shown in FIG. 27 (column member: width 250 mm, notch 250 mm, inner height 1000 mm, beam member: width 200 mm, height 400 mm, lower stub member (equivalent to floor and lower beam): width 600 mm, Height 500mm, column member main bar: 12-D10 (main bar ratio Pg = 1.36%), band bar: 3.7φ-pitch 105mm (shear reinforcement bar ratio Pw = 0.08%), concrete compressive strength σ _B : 28.1 MPa, axial force ratio (N / (bDσ _B )), 0.1 (N: axial force, b: column width, D: column cause), shear span ratio (M / (VD)) : 2.0, main reinforcement of beam member: 2-D13, 1-D16 (tensile reinforcing bar ratio Pt = 0.57%), strap: 6φ-pitch 100 mm (shear reinforcement ratio Pw = 0.32%), bottom Tensile bar for stub member (equivalent to floor and lower beam): 4-D19 (tensile iron Stirring ratio Pt = 0.38%), strap: 4-D10, pitch 100 mm (shear reinforcing bar ratio Pw = 0.48%), a wall as shown in FIGS. When the beam member is repeatedly moved positively and negatively in the horizontal direction with a force device with the axial force ratio of 0.1) applied, the fluctuation state of the horizontal proof stress (shearing force V (kN)) and the interlayer deformation angle R ( (Relationship with (horizontal movement amount / height) × 100%)).

  The horizontal force (maximum 1000 kN is ensured) when moving in the positive and negative directions in the horizontal direction is controlled by displacement control, and interlayer deformation R = 0.125% (1/800) and 0.25% (1/400) each. Time, 0.5%, 1.0%, 1.5%, 2.0%, 2.5%, and 3.0% are each loaded twice and repeatedly. When there is little, 4% is repeated once more positive / negative.) When the damage became large during the loading, the loading was stopped at that time.

Specification of sleeve wall in FIG. 28 A thickness of 3.2 mm, a vertical dimension of 960 mm (with a gap of 20 mm between the plate and the beam member), and a steel plate having a lateral dimension of 300 mm is used, and the concrete is placed in the closed space formed thereby. A prestress of 240 MPa (strain of about 1200 μ) was introduced by a PC steel rod (10 rows and 2 rows per side) with a diameter of 13 mm after filling and hardening, and the compression strength of the frame: σ _B = 28.1 MPa

Specification of sleeve wall in FIG. 29 Reinforcing bars (main reinforcement 4-D16, strip 6φ-pitch 100 mm) are placed beside the column member via a post-construction anchor to form a reinforcement as shown in FIG. 3.2mm thickness, 960mm vertical dimension (with a 20mm gap between the plate and beam member), and a steel plate with a lateral dimension of 300mm filled with concrete (compression of filled concrete) Strength: σ _B = 30.6 MPa), 240 MPa pre-stress (strain of about 1200 μ) was introduced into a PC steel bar (10 rows in two rows) having a diameter of 13 mm when cured, and the compression strength of the frame: σ _B = 28 .1 MPa

Specifications of the non-opening wall in Fig. 30 Thickness of 3.2mm, vertical dimension of 480mm (with a 20mm gap between the plate and the beam), and two steel plates with a lateral dimension of 1650mm, in a closed space formed by it Is filled with concrete (compressed strength of filled concrete: σ _B = 30.6 MPa), pre-stressed at 240 MPa (strain of 1200 μ) is introduced with PC steel bars (24 bars) that are cured to a diameter of 13 mm, and compressive strength of the frame : Σ _B = 29.7 MPa

  The results are shown in comparison with FIGS. 31 to 33, and the damage state of the piloty frame at that time is shown in FIGS. 34 to 36, respectively.

  As apparent from FIGS. 31 to 33, it is confirmed that the piloty frame reinforced in accordance with the present invention is constant at a high shear force V regardless of the variation of the layer deformation angle R, and hardly deteriorates in the horizontal strength. It was done.

  The horizontal proof stress and toughness of the Piroti building that uses many column members can be greatly improved.

It is the figure which showed typically the piloti building which aimed at seismic reinforcement, (a) is an elevation, (b) is AA sectional drawing. It is a side view of FIG. It is sectional drawing which expanded and showed the principal part of the wall 5 of the building shown in FIG. It is sectional drawing which expanded and showed the principal part of the wall body 6 of the building shown in FIG. It is the external appearance perspective view before the concrete staking showing the open end formed in the site | part corresponded to the edge part of a wall. It is explanatory drawing of the other reinforcement | strengthening point according to this invention which has arrange | positioned the groove type reinforcement material which served as the formwork. It is explanatory drawing of the other reinforcement | strengthening point according to this invention which has arrange | positioned the groove type reinforcement material which served as the formwork. It is explanatory drawing of the other reinforcement | strengthening point according to this invention which replaced with the groove-shaped type reinforcement material and has arrange | positioned the horizontal reinforcement along the vertical reinforcement. It is the top view which showed the arrangement | positioning condition of a pillar member. (a) (b) is sectional drawing which showed other embodiment in this invention. It is a bar arrangement diagram showing another embodiment in the present invention. It is sectional drawing which showed other embodiment in this invention. It is the top view which showed the arrangement | positioning condition of a pillar member. It is sectional drawing which showed other embodiment in this invention. It is the figure which showed typically the multi span piloti building which aimed at earthquake-proof reinforcement, (a) is an elevation, (b) is BB sectional drawing. It is sectional drawing which showed other embodiment in this invention. It is the bar arrangement which showed the arrangement situation of a stud dowel. It is the figure which showed other embodiment in this invention, (a) is an external perspective drawing, (b) is CC sectional drawing. It is the figure which showed other embodiment in this invention, (a) is an external perspective drawing, (b) is DD sectional drawing. It is the figure which showed other embodiment in this invention, (a) is an elevation, (b) is EE sectional drawing. It is the figure which showed other embodiment in this invention, (a) is an elevation, (b) is FF sectional drawing. It is an external perspective drawing of the beam member which gave earthquake-proof reinforcement. It is an external perspective drawing of the pillar member which gave earthquake-proof reinforcement. It is the figure which showed the horizontal cross section of FIG. It is the external appearance perspective view of the pillar member which showed other embodiment which gave earthquake resistance reinforcement. (a) is a diagram showing an example in which a simple corner piece is applied to a cross-shaped beam-column joint, and (b) is a diagram illustrating an example in which a simple corner piece is applied to a G-shaped beam-column joint. is there. It is a bar arrangement diagram of the piloty frame used for the seismic reinforcement experiment. It is an external perspective drawing of the piloty frame which gave earthquake resistance reinforcement (sleeve wall). It is an external perspective drawing of the piloty frame which gave earthquake resistance reinforcement (sleeve wall). It is an external perspective drawing of the piloty frame which gave earthquake resistance strengthening (no opening wall). FIG. 29 is a VR history curve diagram showing the relationship between the shear force V of the piloty frame shown in FIG. 28 and the interlayer deformation angle R; FIG. 30 is a VR history curve diagram showing the relationship between the shear force V of the piloty frame shown in FIG. 29 and the interlayer deformation angle R; FIG. 31 is a VR history curve diagram showing the relationship between the shear force V and the interlayer deformation angle R of the piloty frame shown in FIG. 30. It is the crack figure which showed the damage condition of the piloty frame shown in FIG. It is a crack figure which showed the damage condition of the piloty frame shown in FIG. It is a crack figure which showed the damage condition of the piloty frame shown in FIG.

Explanation of symbols

1 Column member 2 Beam member 3 Floor member 4 Opening 5 Wall body (sleeve wall)
5a Plate 5b Tightening member 5c Concrete 5d Groove-shaped reinforcing material 5e which also serves as a formwork 5e Longitudinal reinforcement 5f Horizontal reinforcement 6 Unopened wall 6a Plate 6b Tightening member 6c Concrete 6d Reinforcing material 7 processed into a groove shape L-shaped Reinforcement 8 L-shaped reinforcement (angle steel, etc.)
9 Reinforcing bars (with post-construction anchor)
DESCRIPTION OF SYMBOLS 10 Reinforcing material processed into groove shape 11 Spacer 12 Tightening member 13 Stud gibel 14 Simple corner piece 15 Tightening member 16 Simple corner piece 17 Tightening member 18 Simple corner piece 19 Tightening member 20 Floor slab t Open end

Claims (8)

When applying the seismic reinforcement to a building with a piloti frame having an opening formed by combining a pillar member and a lateral member connected to the pillar member,
In the opening, at least two plates linked to the column member and extending toward the horizontal member are disposed, and a closed space having a width substantially equal to that of the column member or the horizontal member is formed between the plates, Next, after temporarily fixing the plate with a fastening member penetrating the plate, the concrete is filled in the closed space and cured, and then the fastening member is tightened and passed through the plate against the cured concrete. A method for seismic reinforcement of a building with a piloty frame, characterized by introducing stress.   The seismic reinforcement method according to claim 1, wherein the plate is disposed in at least a part or all of the opening.   The earthquake-proof reinforcement method of Claim 1 or 2 which arrange | positions the reinforcement body which combined the some main reinforcement and the some strip using the post-construction anchor in the side wall vicinity area of the pillar member in the said closed space.   The seismic reinforcement method according to any one of claims 1 to 3, wherein a groove-type reinforcing material that also serves as a form for connecting at least two plates to each other at their open ends is used.   The seismic reinforcement method of Claim 1 or 2 which arrange | positions the supplementary reinforcement arrange | positioned along a pillar member and the lateral reinforcement reinforcement supported by this supplementary reinforcement in the side wall vicinity area of the pillar member in the said closed space.   In any one of the said pillar member and a horizontal member, the stud dowel as a connection member which projects into the said closed space and aims at integration with the concrete after hardening is arrange | positioned in any one of Claims 1-5. Seismic reinforcement method described.   The earthquake-proof reinforcement method according to claim 1, wherein the plate is extended to the side surface of the transverse member, and the plate and the fastening member penetrating the transverse member are tightened to press the plate against the transverse member.   The plate is extended to the side surface of the transverse member to form a gap that leads to a closed space between the plate and the side surface of the transverse member, and a fastening member that penetrates the plate and the transverse member is disposed in the gap. The earthquake-proof reinforcement method according to any one of claims 1 to 6, wherein after the concrete is filled and hardened, the fastening member is tightened to press the plate against the transverse member.

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