KR20140096958A - Seismic reinforcement structure for building and design method for seismic reinforcement structure - Google Patents

Abstract

Disclosed are an earthquake-proof design method for an earthquake-proof reinforcement structure and the earthquake-proof reinforcement structure which has an excellent resistance force based on a suitable design. The present invention couples a concrete reinforcement (12) to a concrete structural material (10) for a building by the fixation of the concrete between the concrete reinforcement (12) and the concrete structural material (10) and the fixation of a steel frame anchor (14). The resistance force is designed by applying the resistance, generated by a reaction force of a tensile force applied to the steel frame anchor, as the resistance force when the reinforcement covers the uneven area of a fracture surface on the structural material generated due to the small differential deformation around a coupling interface. And, the resistance force is effective in a fine deformation area by using the resistance.

Description

Technical Field [0001] The present invention relates to a seismic reinforcement structure for a building, and a seismic reinforcement structure for a seismic reinforcement structure,

The present invention relates to an earthquake-proof reinforcement structure of a building and a seismic-resistant design method of an earthquake-proof reinforcement structure.

Conventionally, an anti-seismic reinforcing structure of a building where a concrete reinforcement member is bonded to a concrete structure member of a building by bonding between a structural member and a reinforcement member by means of anchor reinforcing bars is proposed.

For example, Patent Document 1 discloses an earthquake-proof reinforcing structure of an existing building provided integrally with reinforcing members made of concrete containing a steel plate by an anchor reinforcing bar pierced on the outer surface on the outer surface of a pillar (girder) Lt; / RTI >

In this section, it is considered that the reinforcement is integrated with the existing column (girder) of the existing building by the anchor reinforcement installed in the past. Therefore, the double view resistance of the anchor reinforcement is evaluated. Girder) was evaluated.

Japanese Patent No. 3051071

However, when an earthquake occurs, the double-view resistance of the anchor reinforcing bar exerts its strength after the joint between the reinforcement and the column or girder of the existing building is largely displaced. However, if the joint between the reinforcement and the column or the girder of the existing building is largely displaced, the deformation of the existing building due to the earthquake is not transmitted to the reinforcement, so the structural performance of the reinforcement can not be effectively demonstrated. That is, in the seismic strengthening, the design strength of the joint must be evaluated within a range where the joint between the reinforcement and the column or the girder of the existing building does not largely displace.

A problem to be solved by the present invention is to provide an earthquake-proof reinforcement structure and an earthquake-proof reinforcement structure of an earthquake-proof reinforcement structure having an excellent strength, based on appropriate design strength.

In order to solve the above-mentioned problems, an earthquake-proof reinforcement structure according to the present invention is a structure in which a concrete reinforcement member is joined to a concrete structure member of a building by fixing between concrete members and a reinforcement member by means of anchor reinforcement, It is possible to design a resistance force that generates a tensile force acting on the anchor steel reinforcement when the unevenness of the fracture surface on the side of the structural member due to the slight difference in deformation of the interface is covered by the reinforcing body side surface portion. And to make it work.

The resistive force designed by the proof stress can be approximated by using three variables: the area A _sh of the joint, the compressive strength σ _B of the concrete, and the tensile strength Ta of the anchor steel. At this time, the resistive force designed by the proof stress can be approximated by the following relational expression (1) represented by the three variables A _sh , σ _B , and Ta or the relational expression (1 '). The design history Q preferably satisfies the following relational expression (1) or (1 ').

[Number 1]

However, a to g are integers.

More specifically, it is desirable that the design history Q satisfies the following relational expression (2) or the relational expression (2 ').

[Number 2]

An earthquake-proof reinforcement structure of a building according to the present invention is characterized in that an anchor steel reinforcement is placed on a concrete structural member so that a steel plate or a steel plate is fixed to the anchor steel bar at a position away from the surface of the concrete structural member, It is possible to apply the concrete reinforcement member to the structural member by the adhesion between the structural member and the reinforcement member by the concrete and the anchor reinforcement member by the anchor reinforcement. At this time, the reinforcing body concrete may be fiber reinforced concrete.

In addition, an earthquake-proof reinforcement structure of a building according to the present invention is characterized in that anchor steel reinforcement is installed on both the girder and the column, which are concrete structural members, and steel plates are fixed to the anchor steel bars at positions away from the girders and column surfaces, The steel plate of the girder is connected and the interposing reinforcement is connected between the steel plate of the girder and the steel plate of the girder or between the steel plate of the girder and the steel plate of the girder so that the concrete is supported on the girder and the column as the steel plate of the anchor and the girder steel plate and the column are surrounded. The present invention can be applied to a structure in which a concrete reinforcing member is bonded to a structural member by fixing between a structural member and a reinforcing member by concrete and an anchor reinforcing member.

Meanwhile, the seismic design method of an earthquake-proof reinforcement structure according to the present invention is a seismic design method of a building, in which a concrete reinforcement member is fixed to a concrete structure member of a building by a concrete between a structural member and a reinforcement member, In a reinforcement structure, resistance force that generates a tensile force acting on the anchor steel reinforcement with a reaction force when the reinforcement member side surface portion covers the unevenness of the fracture surface on the structural material side caused by a minute difference difference near the joint interface .

According to the seismic retrofitting structure of a building according to the present invention, it is not designed to design a proof by double-view resistance of an anchor reinforcing bar showing a proof strength in a place where a displacement of about several millimeters is large, but is caused by a minute difference deformation near a bonding interface The strength of the tensile force acting on the anchor steel reinforcement when the side surface of the reinforcing body is covered with the unevenness of the fracture surface on the side of the structural member is designed to be resistant to the force generated by the reaction force, It is based on history and has excellent strength.

Then, by approximating the resistive force designed by the proof stress by a predetermined approximate expression, it is possible to easily evaluate the design proof stress. Thus, the technical idea according to the present invention can be easily applied to the seismic design of the seismic strengthening structure of the building.

1 is a schematic view showing an embodiment of an earthquake-proof reinforcement structure of a building according to the present invention.
2 is an enlarged view of the main part explaining the operation and effect of the present invention.
3 is a graph for explaining the shear resistance mechanism of the joint portion.
4 is a cross-sectional view showing an example of an earthquake-proof reinforcement structure of a building to which the design concept of the present invention is applied.
5 is a cross-sectional view showing an example of an earthquake-proofing structure of a building to which the design concept of the present invention is applied.
6 is a schematic view showing an example of an earthquake-proof reinforcement structure of a building to which the design concept of the present invention is applied.
7 is a schematic view showing a test method of the embodiment.
8 is a graph showing the relationship between the shear force of the joint portion and the tensile force of the anchor steel bars in the embodiment.
9 is a graph showing the relationship between shear force test results by 47 specimens and shear transfer model theory (3).
10 is a graph showing a comparison between the shear transfer model theoretical equation (3) and the approximate equation (14).
11 is a graph showing a one-dimensional root mean square obtained by the minimum-multiplying method with respect to the relationship of? / M and? '/ M shown in FIG.

Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. 1 is a schematic view showing an embodiment of an earthquake-proof reinforcement structure of a building according to the present invention. Fig. 2 is an enlarged view of the main part of Fig.

As shown in Fig. 1, the reinforcement member 12 is joined to the structural member 10 by the adhesion between the structural member 10 and the reinforcement member 12 by the concrete and the anchor reinforcement member 14 by the anchor.

Fig. 3 shows a graph for explaining the shear resistance mechanism of the joint portion. Curve 1 shows the case where the structure is fixed by the two methods of fixing by the concrete between the structural member and the reinforcing member and the fixing by the anchor steel bar. Curve 2 is bonded by the anchor reinforcing member only, Is disconnected. If it is bonded only by anchor reinforcement, double view resistance by anchor reinforcement becomes proof strength. The double-view resistance by anchor reinforcing bars exerts a tensile strength in a large deformation of several millimeters. The shear design strength of the anchor steel bars is calculated as the yield strength at a relative difference amount (deformation amount) of about 20 mm. In the seismic strengthening, it is necessary to evaluate the design strength of the joint portion within a range where the reinforcement member does not significantly deform the joint portion between the column and the girder of the existing building. Therefore, it is appropriate to evaluate the design strength of the anchor reinforcement by the double- I do not.

As shown in Fig. 3, when shear joints between the structural members and the reinforcing members are bonded by the anchor reinforcement, the shear force is maximized when the shear force is slightly changed.

The strength at the time of the minute difference deformation is greater than the strength at the time of the fixing between the structural member and the reinforcing member and the shear design strength of the anchor steel. This is because the cracks generated by the minute difference deformation near the bonding interface ) Of the stress-induced stress.

As shown in Fig. 2, when a cracked surface (fracture surface) is generated due to a slight difference in deformation near the bonding interface, the reinforcing body side surface portion 12a (upper portion of the bonding interface) Destruction surface). At this time, since the upward tensile force acts on the anchor reinforcing bars 14 and the resistance force is generated in the downward direction by the reaction force of the tensile force, the reinforcing body side surface portion 12a (upper portion of the bonding interface) is drawn back to the structural member side 10a. Then, the structural member side portion 10a and the reinforcing member side portion 12a are engaged with the cracked surface (fracture surface) as a boundary. The maximum resistance is exerted by the combination of the resistance by the engagement and the resistance by the anchor steel bars 14.

In the micro-deformation area in which the maximum strength is exerted, if the resistance to generate the tensile force acting on the anchor reinforcement 14 with the reaction force is designed to be a proof stress, the design strength of the joint is appropriately evaluated.

As for the stress transfer in the cracked surface of concrete, shear transfer model by contact density irrigation is used as the principle of FEM analysis. According to this shear transfer model, the following equation (3) is derived.

[Number 3]

but,

σ ': Normal stress acting on the joint (N / mm ² )

N ': normal force (N) acting on the joint due to external force

A _sh : area of joint (mm ² )

p: Rebar ratio

f _y : yield point strength of rebar (N / mm ² )

m: upper limit of shear stress (N / mm ² )

σ _B : Concrete compressive strength (N / mm ² )

τ: shear force acting on the joint (N / mm ² )

[Number 4]

The relationship between τ / m and σ '/ m obtained using the test specimen for the joint subjected to net shear force and the formula (3) is as shown in FIG. However, τ / m and σ '/ m of each specimen shall be calculated by the following formulas (6) and (7).

[Number 5]

but,

Q _exp : Shear strength (N)

T _a : tensile strength of anchor steel (N)

T _a1 : yield strength of anchor steel (N)

T _a2 : Strength determined by concrete cone fracture (N)

T _a3 : Strength determined by adhesion force (N)

σ _y : yield point strength of anchor steel (N / mm ² )

a0: cross-sectional area of anchor steel (mm ² )

A _c : Effective horizontal projection area (mm ² ) of cone-shaped failure surface of concrete.

τ _a : Adhesion strength (N / mm ² ) to pullout force of anchor steel of adhesive system

d _a : Name of anchor reinforcement (mm)

l _e : Effective embedment depth of anchor steel (mm)

[Number 6]

In Fig. 9, τ / m and σ '/ m obtained using the test specimen correspond well to the formula (3), and the shear strength of the joint subjected to forward shear force can be estimated by the tensile strength of the anchor steel. When τ / m obtained from the shear strength of each specimen is subtracted from τ / m obtained by the procedure of equation (3), the average value of the specimen becomes 0.94 and the standard deviation becomes 0.17. Here, multiplying the equation (3) by a factor (= 0.6) obtained by subtracting two times the standard deviation from the average value allows the experimental results of each test body to be evaluated as safe. As described above, the shear stress Q _f considering the unevenness of the experimental data can be expressed by the following equation (13).

[Numeral 7]

(13) can be obtained by calculating the procedure of equation (3), but it can not be simply calculated. Therefore, τ is obtained by an approximate expression of (3). However, the range of application of the approximate expression is assumed to be the range (0.0398 ≤ σ '/ m ≤ 0.1763) experienced in the experiment, and the approximate expression is assumed to be lower than the expression (3) '/ m) ⁱ . (h, i is an integer).

As a result of the examination, the following equation (14) with h = 1.14 and i = 0.64 is 0.978 to 0.996 times the value of the equation (3), and approximates to the range experienced by the experiment (0.0398≤σ '/ m≤0.1763). (See Figs. 10 (a) and (b)).

[Numeral 8]

Therefore, the shear stress Q _f can be approximated by substituting Eqs. (7) and (14) into Eq. (13). The result is (15).

[Number 9]

0.0398?? T _a / A _sh / m? 0.1763

Substituting the equation (5) into the equation (15), the following equation (16) can be obtained.

[Number 10]

However, 0.1524?? T _a / A _sh /? _B ^1/3 ? 0.6752

If so, the design history Q may be set to be equal to or smaller than Q _f . That is, the design proof force Q may satisfy the following relational expression (2).

[Number 11]

If we test the joints subjected to net shear force again, the standard deviation may vary from 0.17. Also, the constants h and i when determining approximate expressions are numerous. Thus, the 16 expression, Qf = a × ^b × σ _{sh A} × _B ^c represents a (ΣTa) ^d, a, b, c, d are countless. In other words, the resistive force designed by the proof stress is obtained by multiplying the three variables A _sh , σ _B , and Ta by using three variables: the area of joint A _sh, the compressive strength σ _B of concrete, and the tensile strength Ta of anchor steel Can be approximated by the following formula. Then, by approximating the resistive force designing with the proof stress by a predetermined approximate expression, it is possible to easily evaluate the design proof stress. Accordingly, the technical idea according to the present invention can be easily applied to seismic design of an earthquake-proof reinforcement structure of a building.

The shear strength of the joint subjected to net shear force can be calculated from the relationship between τ / m and σ '/ m obtained using the test specimen. When the first approximate expression based on the minimum multiplying method is obtained for the relationship between? / M and? '/ M shown in FIG. 9, the following equation (17) is obtained. (Fig. 11).

[Number 12]

When τ / m obtained from the shear stress of each specimen is calculated by τ / m obtained by the procedure of Eq. (17), the mean value of the specimen becomes 1.00 and the standard deviation becomes 0.15. Here, multiplying the equation (17) by a factor (= 0.7) obtained by subtracting two times the standard deviation from the mean value allows the experimental results of each test body to be evaluated as almost safe. The shear stress Q _f considering the irregular distribution of the experimental data can be expressed by the following equation (18).

[Num. 13]

Therefore, the shear stress Q _f can be calculated by substituting Eqs. (7) and (17) into Eq. (18). This result is given by the following equation (19).

[Number 14]

However, 0.1524?? Ta / A _sh /? _B ^1/3 ? 0.6752

Then, the design history Q may be set to be equal to or less than Q _f . That is, the design history Q may satisfy the following relational expression (2 ').

[Number 15]

If the joints subjected to net shear force continue to be tested, the standard deviation may vary from 0.15. Therefore, equation (19) is represented by the following equation (1 '), and e, f, and g are numerous. I.e., resistant to design the strength is, the junction area _{A sh,} of the concrete compressive strength σ _B, by using the three parameters of the tensile strength Ta of the anchor reinforcement, the three parameters A _sh, σ _B, Ta in addition Can be approximated by a calculation expression expressed by a multiplication. The design history can be easily evaluated by approximating the resistance to be designed as the internal force by a predetermined approximate expression. This makes it easier to apply the technical idea according to the present invention to the seismic design of the seismic strengthening structure of a building.

[Num. 16]

As described above, in the case of designing a resistance force that generates a tensile force acting on a anchor steel bar with a reaction force in a micro-deformation zone where a maximum strength is exerted, the anchor steel bar is necessary to generate a reaction force. However, It is possible to reduce the number of anchor reinforcing bars compared to the conventional structure that is designed by the double view resistance of the anchor reinforcing bar by increasing the area (= A _sh) of the joining portion.

According to the design concept of the present invention, it is possible to generate a difference in structure, for example, the number of the anchor reinforcing bars can be reduced, the required joint area can be explained, and the like compared with the case of the conventional design concept .

The concrete for achieving the structural member is not particularly limited, and any of concrete, reinforced concrete, steel concrete, and reinforced concrete can be used. The reinforcing member may be any of concrete, reinforced concrete, steel concrete, and reinforced concrete steel. The concrete constituting the reinforcement member may have a compressive strength as high as that of the concrete constituting the structural member, or may have a compressive strength higher than that of the concrete constituting the structural member.

The design concept of the present invention can be applied to, for example, an earthquake-proof reinforcement structure of a building shown in Fig. As shown in Fig. 4, an anchor reinforcing bars 141 are installed in the concrete structural member 101. Fig. An attaching hole 161 is provided in the concrete structure member 101, and an anchor reinforcing bar 141 punched in the attaching hole 161 is fixed to the concrete structure member 101 using an adhesive or the like if necessary. In the fixed anchor reinforcing bars 141, the sections 181 are fixed at positions away from the surface of the concrete structural member 101. An insert hole 181a is formed in the section 181, an anchor reinforcement 141 is passed through the insert hole 181a, and a nut 181 is inserted into the nut 201 and the left seat 202. Concrete is poured into the concrete structural member 101 as if it surrounds the anchor steel 141 and the section steel 181. Thus, the concrete reinforcing member 121 is bonded to the structural member 101 by the fixing by the concrete between the structural member 101 and the reinforcing member 121 and the fixing by the anchor reinforcing bars 141.

The sections have high strength against stresses such as pull, bend and compression. In the reinforcement member 121 having the structure shown in Fig. 4, such a shape steel is used as a steel material, so that the bending proof strength and the horizontal strength of the reinforcement member 121 are improved. That is, there is an advantage that an intervening reinforcing member such as a crossing of the reinforcing bars necessary for raising the horizontal strength and a consideration (a small column inserted between the columns) can be omitted.

The concrete of the reinforcing body 121 may be a fiber reinforced concrete as shown in FIG. 4, or may be a normal concrete not reinforced with fibers. The steel reinforced concrete structure including the fiber reinforced concrete has an advantage of being able to omit the hoop reinforcing steel because it has the same strength and deformation capacity as the steel reinforced concrete structure without arranging the hoop reinforcing bars. The reinforcing fiber to be added to the concrete is not particularly limited, but examples thereof include vinylon fiber and stainless steel fiber. If the concrete of the reinforcing body 121 is a conventional concrete, the hoop reinforcing bars may be disposed around the section steel 181. [

Further, the design concept of the present invention can be applied to, for example, an earthquake-proof reinforcement structure of a building shown in Fig. The structure shown in Fig. 5 differs from the structure shown in Fig. 4 in that a steel plate 182 is used instead of the section steel 181, and the concrete of the reinforcement member 122 is a typical concrete, and the hoop steel bars 203 are disposed around the steel plate 182, The other components are the same as those shown in Fig. In addition, in the structure shown in Fig. 5, the concrete of the reinforcement member 122 may be a fiber-reinforced concrete. In this case, the hoop reinforcing bar 203 can be considered.

In the structure shown in Figs. 4 and 5, the steel or steel plate has a function of integrating the reinforcing body concrete and the anchor reinforcing steel more integrally. In this case, the downward resistance force generated in the anchor steel bars in Fig. 2 is sufficiently transmitted to the reinforcing member side portion 12a, and the reinforcing member side portion 12a is reliably pulled back to the structural member side 10a, and the resistance due to the engagement is reliably exerted.

Further, the design concept of the present invention can be applied to, for example, an earthquake-proof reinforcement structure of a building shown in Fig. The structure shown in Fig. 6 is an example in which the structure shown in Fig. 5 is applied to both a girder and a column of a building. The steel plate 182 is fixed to the anchor reinforcing bars 141 at positions away from the surfaces of the girders 101a and 101b, and the steel plate 182 of the girder 101a and the columns And the interposition reinforcement member 204 is connected between the steel plate 182 of the girder 101a and the steel plate 182 of the column 101b so as to surround the steel plate 182 of the anchor steel rod 141 and the steel plate 182 of the girder 101a and the steel plates 182 of the column 101b, Concrete is poured into the column 101b. Whereby the concrete reinforcement member is bonded to the structural member by the adhesion between the structural member and the reinforcement member and the anchor reinforcement member by the anchor reinforcement.

As the interposition reinforcing body 204, for example, a concrete precast body obtained by removing both ends from a reinforced steel plate and covered with concrete can be used. A reinforcing steel plate exposed at both ends can be connected to a girder or column steel section of a building by welding or the like. 6, not only between the steel plate 182 of the girder 101a and the steel plate 182 of the column 101b, but also between the steel plate 182 of the girder 101a and the steel plate 182 of the column 101b.

[Example]

(Outline of the test body)

The test specimens were modeled by connecting the existing part and the reinforcement part. D19 (SD345) was used as anchor steel.

A _sh : area of joint = 113411 (mm ² )

σ _B : Concrete compressive strength = 10.1 (N / mm ² )

Ta: Tensile strength of anchor steel by calculation = 74719 (N)

Fig. 7 is a schematic view showing a test method in the embodiment. Fig. 7, the existing portion 42 of the test body 38 is fixed to the load frame 46 with the bolt 44 so that the reinforcing portion 40 of the test body 38 faces the upper surface. Next, a pair of the hydraulic jacks 48a and 48b disposed on the same plane as the joint surface 38a in both members of the load frame 46 are connected to both sides of the reinforcing portion 40, and the pair of hydraulic jacks 48a and 48b are stretched So that only the shear force was applied to the joint surface 38a.

Fig. 8 shows the relationship between the shear force acting on the joint and the differential deformation, and the relationship between the tensile force acting on the anchor steel and the differential deformation. The shear force acting on the joint reaches the maximum pulling force near the difference displacement of 0.4 mm, and then the strength is gradually lowered. On the other hand, the tensile force acting on the anchor reinforcing bars reaches the tensile strength Ta of the anchor reinforcing bars near the difference displacement of 0.4 mm. As a result, it is presumed that the maximum yield strength is related to the resistance force generated by the reaction force acting on the anchor reinforcement when the reinforcement-side portion covers the unevenness of the fracture surface on the side of the structural material generated by the minute difference deformation near the joint interface .

Next, the shear force Q _exp by the experiment was measured by using 47 specimens constituted by the specimens shown in Table 1, and τ / m and σ '/ m were respectively calculated by the formulas (6) and (7) . The results are shown in Table 1. It is shown in Fig. 9 together with the expression (3).

[Table 1]

In Fig. 9, τ / m, σ '/ m and (3) obtained by using the test specimen correspond well, and the shear strength of the joint subjected to net shear force can be estimated by the tensile strength of anchor steel. That is, as described above, the resistive force designed by the proof stress can be approximated by a predetermined approximate expression. And, by approximating in this way, it is possible to easily evaluate the design history. As a result, the technical idea according to the present invention can be easily adapted to the seismic design of the building earthquake-resistant reinforcement structure.

Also, if τ / m obtained from the shear strength of each specimen is calculated by τ / m obtained by the procedure calculation in (3), the average value of the specimen becomes 0.94 and the standard deviation becomes 0.17. Then, by multiplying the average value by a factor (= 0.6) obtained by subtracting 2 times the standard deviation, the experimental result of each test body can be evaluated as the safety side.

10 Structural material
12 reinforcement body
14 Anchor steel

Claims (8)

The reinforced concrete structure is bonded to the concrete structure of the building by the concrete between the structural member and the reinforcement member and by the anchor steel bar. The fracture surface on the side of the structural member due to the minute difference deformation near the joint interface And a resisting force generated by a reaction force acting on the anchor steel reinforcement when the side surface of the reinforcement body is covered with the unevenness is designed to be a resisting force so that the resisting force exerts the proof force in the micro deformed region. The method according to claim 1,
Of the joint area A _sh, earthquake-proof reinforcement structure using the three parameters of the concrete compressive strength σ _B, the tensile strength of the anchor Ta reinforced, characterized in that approximate the resistance to the strength building design. The method of claim 2,
Wherein the design proof stress Q satisfies the following relational expression (1) or the relational expression (1 ').
[Number 1]

However, a to g are integers. The method of claim 3,
Characterized in that the designed earthquake resistance Q satisfies the following relational expression (2) or the relational expression (2 ').
[Number 2]

The method according to any one of claims 1 to 4,
Anchor reinforcement is placed on the concrete structural member and the steel or steel plate is fixed to the anchor reinforcement at a position away from the surface of the concrete structural member and the concrete is poured into the concrete structure member as if it surrounds the anchor bolt and the steel or steel plate, Wherein the reinforcing structure of the concrete is bonded to the structural member by the fixing between the structural member and the reinforcing member by the concrete and the fixing by the anchor reinforcing member. The method of claim 5,
Wherein the concrete of the reinforcement body is fiber reinforced concrete. The method according to any one of claims 1 to 4,
Anchor steel is placed on both sides of the column, and steel plates are fixed to the anchor steel bars at positions away from the girders and column surfaces, so that the steel plates of the girders are connected to the steel plates of the columns and the steel plates of the columns, The reinforcing member is inserted between the steel plate of the girder and the steel plate of the column and the concrete is inserted into the girder and the column such that the steel plate of the anchor steel plate and the girder steel plate and the column are surrounded, Wherein the reinforcing member is bonded to the structural member by fixing between the reinforcing member and the reinforcing member by means of anchor reinforcement. Fracture of the structural material side caused by the minute difference deformation near the joint interface in the seismic reinforced structure where the concrete reinforcement body is bonded by the concrete between the structural member and the reinforcement member and by the anchor steel bar And the resisting force generated by the reaction force acting on the anchor steel reinforcement when the side surface of the reinforcement member covers the unevenness of the surface is designed to be a resisting force.

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