JP2011168975A - Seismic strengthening method and seismic strengthening structure for structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a seismic strengthening method for a structure, which can apply seismic strengthening to the structure for bearing at least an earth pressure load from a back side, such as an abutment and a retaining wall. <P>SOLUTION: A hole 8, which horizontally passes through the structure 1 and the leading end of which reaches backside ground 7, is drilled from the front side of the structure 1 by a pipe-like reinforcing member 10; a core material 12 having a leading end fitted with a bag body 13 is inserted inside the pipe-like reinforcing member 10; the leading end of the core material 12 reaches that of the hole 8; the pipe-like reinforcing member 10 is pulled out from the hole 8; a leading end of the pipe-like reinforcing member 10 is disposed in a predetermined position on the ground 7 on the backside of the structure 1; grout 17 is pressurized and injected in the bag body 13; the bag body 13 is expanded and deformed for adhesion to an inner surface of the hole 8; the grout 17 is injected in an unpressurized state into the inside portion of the pipe-like reinforcing member 10 and the hole 8; and a head of the core material 12 is anchored to the side of the front surface 2 of the structure 1. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a seismic reinforcement method for a structure and a seismic reinforcement structure for a structure, and is particularly effective for applying seismic reinforcement to a structure that receives an earth load from at least the back side, such as an abutment and a retaining wall. The present invention relates to a seismic reinforcement method for structures and a seismic reinforcement structure for structures.

  Conventionally, abutments that support the vertical load and backside earth pressure load of bridge girders such as railways and roads have transmitted those loads to the ground side via foundations and piles, but in recent years the earthquake resistance standards have been reviewed. Therefore, there is a need to prevent earthquake damage by increasing seismic reinforcement to meet seismic standards.

As a method of seismic reinforcement of abutments, for example,
(1) As shown in FIG. 14, a method for preventing the abutment 25 from sliding in the horizontal direction by providing a straddle 27 between the foundation portions 26 of the abutment 25.
(2) As shown in FIG. 15, the ground anchor 28 is driven diagonally downward from the front side of the abutment 25 to prevent the abutment 25 from sliding or overturning,
(3) As shown in FIG. 16, a method for preventing the abutment 25 from sliding or falling by driving the nailing member 29 in the horizontal direction from the front side of the abutment 25,
(4) As shown in FIG. 17, a method for injecting and solidifying a chemical solution into the back chestnut portion 30 on the back side of the abutment 25 to prevent the back chestnut portion 30 from sinking,
(5) As described in Patent Document 1, a backing material such as chestnut stone is spread and solidified on a portion close to the cradle on the back side of the abutment and a portion distant from the cradle, and mortar, sand, etc. are placed on the top. A roadbed work is constructed by applying a leveling backing material, and a footboard with a recessed surface on the lower surface is placed on the upper part of the roadworker, and both ends of the footboard are received on the back side of the abutment. Supporting between the base and the upper part of the backing material away from the cradle, and by causing the footboard to function as both-end support beams, the backing material is swayed and subsidized due to an earthquake, etc. However, a method or the like configured to prevent the stepping plate from being buried and to prevent a step on the road surface has been proposed.

The method shown in FIG. 14 is effective in preventing the abutment 25 from sliding in the horizontal direction because the base 27 supporting the abutment 25 is stretched by the strut 27.
The method shown in FIG. 15 is effective in preventing the abutment 25 from sliding or falling because the abutment 25 is supported on the ground 31 by the ground anchor 28.
The method shown in FIG. 16 is effective in preventing the abutment 25 from sliding or falling because the abutment 25 is supported on the ground 31 by the nailing member 29.
The method shown in FIG. 17 is effective in preventing the sinking and sinking of the back chestnut portion 30 because the chemical solution is injected into the back chestnut portion 30 on the back side of the abutment 25 and solidified.
In the method described in Patent Document 1, the road surface can be supported by the struts of the support beams on both ends of the abutment on the back material on the back side of the abutment, so that a step is generated on the road surface. It is effective in preventing this.

  However, the method shown in FIG. 14 cannot prevent the abutment 25 from toppling over. Further, in the method shown in FIG. 15, when the hard ground 31 for fixing the ground anchor 28 is deep, the ground anchor 28 becomes very long, which is uneconomical. Moreover, since the method shown in FIG.14, FIG15 and FIG.16 cannot prevent the sinking sinking of the back chestnut part 30, it avoids that a level | step difference arises in the ground 31 on the back side of the abutment 25 by an earthquake. It becomes difficult to continue to support the bridge girder in a stable state. Further, in the method shown in FIG. 17, it is difficult to confirm whether or not the chemical solution is completely filled between chestnuts of the back chestnut portion 30, and the injected chemical solution flows out to the surrounding ground 31 and the surrounding environment. May be affected. Furthermore, the method described in Patent Document 1 is effective as a countermeasure against settlement of the backing material, but has no effect of preventing the abutment from sliding and falling.

Japanese Utility Model Publication No. 64-407

  The present invention has been made in view of the conventional problems as described above, and improves the resistance to sliding and falling of a structure supporting an earth pressure load from at least the back side, such as an abutment, at the time of an earthquake. An object of the present invention is to provide a seismic reinforcement method for a structure and a seismic reinforcement structure for a structure that can reliably prevent the subsidence and sinking of the ground (eg, back chestnut portion) on the back side of the structure. .

In order to solve the above problems, the present invention employs the following means.
That is, the present invention provides a seismic reinforcement method for a structure in which the front side is opened and supports earth pressure load from at least the back side, and the structure is formed by a tubular reinforcing member from the front side of the structure. A hole penetrating in the horizontal direction and having a tip reaching the ground on the back side is drilled at a plurality of positions at intervals in the width direction of the structure, and the inside of the tubular reinforcing member is formed in each drilled hole. A core member attached with a bag body is inserted, the tubular reinforcing member is pulled out from the hole, and the tip of the tubular reinforcing member is disposed at a predetermined position on the ground on the back side of the structure, and the bag body The bag is inflated and deformed to be in close contact with the inner surface of the hole, and the solidifying material is injected without pressure into the inner portion of the tubular reinforcing member and the hole. Fix the head of the material to the front side of the structure. The features.

According to the seismic reinforcement method for a structure of the present invention, a tubular reinforcing member having increased bending rigidity and shear rigidity by injecting a solidifying material between the structure and a predetermined position of the ground on the back side of the structure. Are horizontally disposed, and the subsidence of the ground on the back side of the structure can be prevented by the tubular reinforcing member. Therefore, it is possible to prevent the sunk subsidence due to the earthquake from occurring on the ground on the back side of the structure, and it is possible to prevent the level difference from occurring at that portion.
In addition, a core material is inserted inside the tubular reinforcing member, and a solidified material is pressure-injected into the bag body attached to the tip of the core material so as to be inflated and deformed so that the bag body is in close contact with the inner surface of the boring hole. Thus, since the core material is fixed on the ground on the back side of the structure, it is possible to prevent the structure from falling and sliding due to an earthquake.
Furthermore, since a part of the tubular reinforcing member used in the drilling hole is used as a member for preventing ground subsidence, and the unnecessary part of the tubular reinforcing member can be pulled out, the part can be reused. Can be increased.

In the present invention, a back chestnut portion laid with chestnut stone is provided on the back side of the structure, and the tubular reinforcing member penetrates the structure and the back chestnut portion, and a tip thereof is the back chestnut. It is good also as arrange | positioning in the said ground of the back side rather than a part.
If comprised in this way, since the sinking sinking by the earthquake of the back chestnut part of the back side of a structure can be prevented, it can prevent that a level | step difference arises in the ground above the back chestnut part.

In the present invention, the holes may be drilled at a plurality of locations at intervals in the height direction of the structure.
If comprised in this way, since a tubular reinforcement member and a core material can be arrange | positioned not only in the width direction of a structure but in each hole drilled in the height direction, a back chestnut is provided on the back side of the structure. When the portion is provided, the thickness of the ground supported by one tubular reinforcing member can be reduced by arranging the tubular reinforcing member and the core material in a plurality of stages. The amount of settlement can be reduced.

Furthermore, in the present invention, the core material may be a reinforcing bar or a steel pipe.
If comprised in this way, since an easily available material (rebar or steel pipe) can be used as a core material, procurement of the material is easy and economical construction is possible.

  Furthermore, the present invention provides an earthquake-proof reinforcement structure for a structure that is open on the front side and supports earth pressure load from at least the back side, and the structure is provided at a plurality of positions at intervals in the width direction of the structure. In each hole formed so as to penetrate the object horizontally from the front side and reach the ground on the back side between the structure and the predetermined position of the ground on the back side of the structure A tubular reinforcing member provided over the tubular reinforcing member, and inserted into the inside of each tubular reinforcing member, and the solidified material injected without pressure into the inner portion of each tubular reinforcing member and into each hole. A core material to be fixed, a bag body that is attached to a part of each core material, and that is inflated and deformed by a solidified material injected into the inside of the core material and is in close contact with the inner surface of each hole; and each core material Fixing member for fixing the head of the head to the front side of the structure Characterized in that it comprises a.

As described above, if the seismic reinforcement is applied by the seismic reinforcement method of the structure of the present invention to the structure that opens the front side and supports the earth pressure load from at least the back side, the structure of the structure at the time of the earthquake It is possible to reliably prevent the sinking and sinking of the ground on the back side of the structure (for example, the back chestnut portion) while improving the resistance to falling and sliding.
Therefore, for example, when applied to an abutment that supports a bridge girder such as a road or a railway, even if a structure is damaged by an earthquake, a single continuous surface that does not cause a step is secured. Therefore, it is possible to provide an abutment that can maintain roads, railways, and the like in a state that does not hinder the passage of emergency vehicles even immediately after a major earthquake.

It is sectional drawing which showed one Embodiment of the earthquake-proof reinforcement method of the structure by this invention, Comprising: A hole is drilled with a double pipe drilling apparatus, and the front-end | tip of a steel pipe reaches the ground on the back side of a back chestnut part It is sectional drawing which showed the state made to do. It is sectional drawing which showed the state which inserted the nailing member inside the steel pipe. It is sectional drawing which showed the process in the middle of pulling out a steel pipe. It is sectional drawing which showed the state which positioned the front-end | tip of a steel pipe in the boundary of a back chestnut part and the ground, pressurized and injected grout into the bag body of a nailing member, and the bag body was inflated and deformed. It is sectional drawing which showed the state which injected the grout into the hole inside the steel pipe and the drilled hole without applying pressure. It is sectional drawing which showed the state which fixed the head of the core material of the nailing member to the front side of the abutment. It is sectional drawing which showed the state which drilled several holes in the whole structure, and provided the nailing member and the steel pipe in each hole. It is an enlarged view of the A section of FIG. It is the BB sectional view taken on the line of FIG. It is an enlarged view of the C section of FIG. It is an enlarged view of the fixing part of the core material of FIG. It is the enlarged view which showed the modification of the fixing | fixed part of a core material. It is sectional drawing which showed other embodiment of the earthquake-proof reinforcement method of the structure by this invention, Comprising: It is an enlarged view of the part corresponding to the C section of FIG. It is sectional drawing which showed an example of the conventional seismic reinforcement method. It is sectional drawing which showed the other example of the conventional seismic reinforcement method. It is sectional drawing which showed the other example of the conventional seismic reinforcement method. It is sectional drawing which showed the other example of the conventional seismic reinforcement method.

Hereinafter, embodiments of the present invention will be described with reference to the drawings.
1 to 7 show an embodiment of a method for seismic reinforcement of a structure according to the present invention.
In this embodiment, it is a structure that supports vertical loads such as bridge girder 22 such as roads and railways, earth pressure loads from the back side, and transmits those loads to the ground 7 side via the foundation 4 and the pile 5. When applying a seismic reinforcement to a certain abutment 1, the seismic reinforcement method for a structure of the present invention is applied.

In the following description, among the ground 7, the ground is the basic ground 7 a and the backfilled portion is the embankment body 7 b.
Moreover, in this Embodiment, the earthquake-proof reinforcement method of the structure by this invention is applied to the abutment 1. However, although not shown, a retaining wall that supports the earth pressure load from the back side may be used as a structure, and the seismic reinforcement method for a structure according to the present invention may be applied to the retaining wall.

  As shown in FIGS. 1 to 7, the seismic reinforcement method for a structure according to the present embodiment uses a tubular reinforcing member 10 and a nailing member 11, and the tubular reinforcing member 10 spreads chestnuts on the back surface 3 side of the abutment 1. The back chestnut portion 6 is prevented from shaking and sinking, and the nailing member 11 prevents the abutment 1 from sliding and falling.

  Specifically, using a double pipe drilling device, as shown in FIG. 1, a steel pipe 10 as a tubular reinforcing member is fed out from the double pipe drilling device, and a plurality of steel pipes 10 are connected as necessary. However, the drill bit (not shown) at the end of the steel pipe 10 penetrates the back chestnut portion 6 of the embankment 1 and the embankment body 7b on the back surface 3 side of the abutment 1 from the front surface 2 side of the abutment 1 in the horizontal direction. A hole 8 whose tip reaches a predetermined position of the foundation ground 7a on the back side of the back chestnut portion 6 is drilled.

Next, as shown in FIG. 2, the drill bit is pulled out from the inside of the steel pipe 10 in the boring hole 8. And the bag body 13 is attached to a part of the core 12 made of reinforcing steel, and the nailing member 11 (see FIG. 10) configured by connecting the injection hose 15 to the bag body 13 is inserted inside the steel pipe 10, and the nailing member The bag body 13 is positioned at a predetermined position in the boring hole 8 by causing the tip of the eleven core member 12 to reach the tip of the boring hole 8.
In this case, the tip of the core member 12 of the nailing member 11 is positioned at a position where a predetermined gap is formed between the tip of the boring hole 8 and between the tip of the bag 13 and the tip of the boring hole 8. You may comprise so that a predetermined | prescribed gap | interval may be formed.

Here, the bag 13 has a bag shape made of a material having pressure resistance and stretchability, and can function to exude the grout 17 injected therein to the surface side to some extent, such as a hemp bag. Those having the following are preferred. By using the bag body 13 having such a function, the bag body 13 and the foundation ground 7a can be fixed.
In addition, in the case of the foundation ground 7a with high permeability, the bag body and the foundation ground 7a are used by preventing the grouting 17 from exuding to the surface side of the bag body 13 using the non-water-permeable bag body 13. It is only necessary to try to fix it.

  Further, as shown in FIG. 10, the mouth portion 14 of the bag body 13 is sealed by a plug member 16 made of rubber, synthetic resin, or the like. Inserted inside, the rear end of the injection hose 15 is drawn out of the boring hole 8.

In addition, the bag body 13 may be attached to a portion of the core material 12 inserted in the base ground 7a on the back side of the back chestnut portion 6 at a plurality of predetermined intervals. The thing of the length which spreads to the whole may be attached. In short, the number of bag bodies 13 to be used, the mounting position, etc. may be set according to the geology of the foundation ground 7a, the stratum structure, and the like.
In the present embodiment, a bag 13 having a length extending over the entire foundation ground 7a on the back side of the back chestnut portion 6 is attached.

  Next, as shown in FIGS. 3 and 4, the steel pipe 10 is pulled out from the boring hole 8 toward the front surface 2 side of the abutment 1, so that the tip of the steel pipe 10 is connected to the back chestnut portion 6 on the back surface 3 side of the abutment 1 and the back. It is located in the boundary part with the foundation ground 7a of the back side of the chestnut part 6, the part of the steel pipe 10 which protrudes from the front surface 2 of the abutment 1 is separated, and the steel pipe 10 is spread over the abutment 1 and the whole back chestnut part 6 To place.

Next, as shown in FIG. 4, in the boring hole 8, the grout 17 that is a solidifying material is pressurized and injected into the bag 13 of the nailing member 11 through the injection hose 15, and the bag 13 is inflated and deformed. Thus, the bag 13 is brought into close contact with the inner surface side (the foundation ground 7a side) of the boring hole 8 and the pulling resistance force of the nailing member 11 is increased.
The injection hose 15 may be left in the boring hole 8 after the grout 17 is injected, or may be pulled out from the boring hole 8.

  Next, as shown in FIG. 5, in the boring hole 8, a grout 17 that is a solidifying material is injected into the steel pipe 10 without pressure, and a part of the grout 17 is interposed between the nailing member 11 and the boring hole 8. The steel pipe 10 is bent and sheared to increase the bending rigidity and shear rigidity, and the nailing member 11 is adhered to the steel pipe 10 and the foundation ground 7a on the back side of the back chestnut portion 6 in its entirety.

  Next, after the grout 17 injected into the inside of the bag 13, the inside of the steel pipe 10, and the boring hole 8 is solidified, as shown in FIGS. 6 and 11, metal, concrete, etc. are formed on the front surface 2 side of the abutment 1. The plate 18 is arranged, and the nut 19 is screwed into the head of the core member 12 of the nailing member 11 penetrating the plate 18 and tightened, whereby the head of the core member 12 is brought to the front 2 side of the abutment 1. Let it settle. Alternatively, as shown in FIG. 12, a base 20 made of metal, concrete, or the like is disposed on the front surface 2 side of the abutment 1, and a plate 18 made of metal, concrete, etc. is bridged over the base 20, The nut 19 is screwed into the head of the core member 12 that has penetrated the plate 18 and tightened to fix the head of the core member 12 to the front surface 2 side of the abutment 1.

  In this case, if necessary, concrete (not shown) is placed on the front surface 2 side of the abutment 1 with a predetermined thickness, and the head of the core 12, the plate 18, the base 20, The nut 19 may be embedded.

  Then, by the same process as described above, as shown in FIG. 7, the boring holes 8 are drilled at a plurality of positions at predetermined intervals in the height direction (vertical direction) of the abutment 1, and nailing is performed in each boring hole 8. The member 11 and the steel pipe 10 are installed, and the boring holes 8 are drilled at a plurality of positions at predetermined intervals in the width direction (horizontal direction) of the abutment 1 by the same process as described above. A nailing member 11 and a steel pipe 10 are installed in the hole 8, and the abutment 1 is subjected to seismic reinforcement.

  In the seismic reinforcement method of the structure of the present embodiment configured as described above, the steel pipe 10 is horizontally arranged so as to reach the entire abutment 1 and the back chestnut portion 6, and the steel pipe 10 is attached to the abutment. 1 in the height direction (vertical direction) and in the width direction (horizontal direction) at a plurality of predetermined intervals, and further, grout 17 is injected inside each steel pipe 10, Since the shear rigidity is increased, the plurality of steel pipes 10 can prevent the sinking and sinking of the back chestnut portion 6 and the back chestnut portion 6 on the back side of the abutment 1 is compacted by the cross-sectional area of the plurality of steel pipes 10. be able to.

  Therefore, even when the abutment 1 is damaged by a large-scale earthquake, a step is generated in the embankment portion 7b above the back chestnut portion 6 or the boundary portion between the abutment 1 and the embankment body 7b. Therefore, one continuous surface can be secured in that portion, and roads, railways, etc. can be kept in a state that does not hinder the passage of emergency vehicles.

Moreover, since the base end part of the steel pipe 10 is fixed to the abutment 1 and the tip part is supported by the nailing member 11 fixed to the foundation ground 7a, the steel pipe 10 is in a cantilever state by supporting both ends thereof. Must not.
Therefore, even when a displacement or the like occurs in the abutment 1 due to a large-scale earthquake, the continuity of the embankment body 7b above the back chestnut portion 6 or the boundary portion between the abutment 1 and the embankment body 7b. Therefore, roads, railways, etc. can be kept in a state that does not hinder the passage of emergency vehicles.

  Further, by inserting a nailing member 11 inside each steel pipe 10 and inflating and deforming a core material 12 made of reinforcing bars of the nailing member 11 by injecting a grout 17 into a bag body 13 attached to the core material 12. The ground ground 7 a on the back side of the back chestnut portion 6 is fixed, and the nailing member 11 is fixed to the base ground 7 a on the back side of the steel pipe 10 and back chestnut portion 6 by the grout 17 injected into the inside of the steel pipe 10 and the bore hole 8. As a result, the pulling resistance of the nailing member 11 can be increased. Therefore, there is a step in the embankment portion 7b above the back chestnut portion 6 or the boundary portion between the abutment 1 and the embankment body 7b while effectively preventing the abutment 1 from falling or sliding due to the earthquake. Generation | occurence | production can be prevented and the continuity of the embankment body 7b can be maintained.

FIG. 13 shows another embodiment of the seismic reinforcement method for structures according to the present invention.
In the seismic reinforcement method of the structure of the present embodiment, a steel pipe is used as the core material 12, a bag 13 is attached to a part of the core material 12 made of this steel pipe, and the inner part of the core material 12 made of this steel pipe is attached. The grout 17 is used as an injection hole to inject the grout 17 into the bag 13 under pressure, and to inject the grout 17 into the core 12 made of a steel pipe. This is the same as that shown in the first embodiment.
In addition, a plurality of holes 12 a penetrating between the inner and outer surfaces of the core material 12 are provided in a portion of the core material 12 located inside the bag body 13 as necessary, and the holes 12 a and an opening at the tip of the core material 12 are provided. The grout 17 may be filled in the bag body 13 by using.

  In this case, the bag body 13 is hermetically bonded to the core member 12 made of a steel pipe through the mouth portion 14 via the seal member 21, and leakage occurs when the grout 17 is injected under pressure into the bag body 13. The bag body 13 is configured to be inflatable and deformable to a predetermined size.

  Also in this embodiment, in addition to the same effects as those shown in the above embodiment, the core material 12 is constituted by a steel pipe, and an injection hose is not required, so the overall configuration is simplified. can do.

  In each of the above embodiments, the nailing member 11 is inserted inside the steel pipe 10 in the boring hole 8, and the tip of the nailing member 11 is connected to the base ground on the back side of the back chestnut portion 6 through the bag body 13. Although fixed to 7a, a ground anchor (not shown) is used instead of the nailing member 11, the ground anchor is driven inside the steel pipe 10, and the tip of the ground anchor is the foundation ground on the back side of the back chestnut portion 6. You may comprise so that the head of a ground anchor may be fixed to the front 2 side of the abutment 1 in the state which fixed to 7a and gave tension | tensile_strength to the ground anchor.

  Moreover, in each previous embodiment, although this invention was applied when it has the back chestnut part 6 which spread the chestnut on the back side of the abutment 1 which is a structure, things other than the chestnut on the back side of the abutment 1 The present invention may be applied to the case where the material is spread.

DESCRIPTION OF SYMBOLS 1 Abutment 2 Front 3 Back 4 Foundation 5 Pile 6 Back chestnut 7 Ground 7a Foundation ground 7b Embankment 8 Hole (boring hole)
10 Tubular reinforcement member (steel pipe)
DESCRIPTION OF SYMBOLS 11 Nailing member 12 Core material 12a Hole 13 Bag body 14 Mouth part 15 Injection hose 16 Plug member 17 Grout 18 Plate 19 Nut 20 Base 21 Seal member 22 Bridge girder 25 Abutment 26 Base part 27 Strad 28 Ground anchor 29 Nailing member 30 Back chestnut Part 31 Ground

Claims (5)

A seismic reinforcement method for a structure that supports the earth pressure load from at least the back side while the front side is open,
From the front side of the structure, holes that penetrate the structure in the horizontal direction and reach the ground on the back side through the structure are cut into a plurality of locations at intervals in the width direction of the structure by a tubular reinforcing member. In each hole that has been drilled and drilled, a core member attached with a bag is inserted inside the tubular reinforcing member, the tubular reinforcing member is pulled out from the hole, and the tip of the tubular reinforcing member is placed in the structure An inner portion of the tubular reinforcing member is arranged at a predetermined position on the ground on the back side of the object, pressurizing and injecting a solidifying material into the bag body, inflating and deforming the bag body and closely contacting the inner surface of the hole And a method for seismic reinforcement of a structure, wherein a solidifying material is injected without pressure into the hole, and a head portion of the core material is fixed to the front side of the structure.   A back chestnut portion laid with chestnut stone is provided on the back side of the structure, and the tubular reinforcing member penetrates the structure and the back chestnut portion, and the tip is on the back side of the back chestnut portion. The method for seismic reinforcement of a structure according to claim 1, wherein the method is arranged in the ground.   3. The method for seismic reinforcement of a structure according to claim 1, wherein the holes are drilled at a plurality of positions at intervals in the height direction of the structure.   The seismic reinforcement method for a structure according to any one of claims 1 to 3, wherein the core material is a reinforcing bar or a steel pipe. A seismic reinforcement structure for a structure that supports the earth pressure load from at least the back side while the front side is open,
In each of the holes formed so as to penetrate the structure horizontally from the front side to reach the ground on the back side at a plurality of positions at intervals in the width direction of the structure. And a tubular reinforcing member provided between a predetermined position of the ground on the back side of the structure,
A core material inserted into each of the tubular reinforcing members and fixed in each of the holes by a solidified material injected without pressure into the inner portion of each of the tubular reinforcing members and each of the holes;
A bag that is attached to a part of each of the core members and that is inflated and deformed by a solidified material injected under pressure therein and is in close contact with the inner surface of each of the holes,
An anti-seismic reinforcing structure for a structure, comprising: a fixing member for fixing the head of each core member to the front side of the structure.

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