KR102365116B1 - Seismic Reinforcement Construction Method And Structure Of Masonry Wall - Google Patents

Abstract

The present invention relates to a seismic reinforcement method and structure of a masonry wall. According to the present invention, demolition of an existing masonry wall or reinforced concrete wall is made to a minimum such that there is no need to limit indoor use even during seismic reinforcement construction. Since foundation reinforcement is unnecessary, construction efficiency and economic feasibility can be superior to that of a prior art. The fire safety, high durability, and high weather resistant can be superior compared to the prior art. The seismic resistance and damage control performance can be better than the prior art. The safety against harmful substances is excellent as no harmful substances are generated during construction. The seismic reinforcement method of a masonry wall of the present invention includes a step of installing a chemical anchor; a step of applying a first high toughness composite to a reinforcing surface; a step of installing a mesh; a step of stacking a stress transmission member; a step of mounting a nut to the chemical anchor; and a step of applying a second high toughness composite.

Description

Seismic Reinforcement Construction Method And Structure Of Masonry Wall

The present invention relates to a method and structure for earthquake-resistant reinforcement of a masonry wall, and more specifically, since the demolition of an existing masonry wall or reinforced concrete wall is minimized, there is no need to limit indoor use during earthquake-resistant reinforcement construction, and foundation reinforcement is not necessary. Construction efficiency and economic feasibility can be better than that of the prior art, and it can exhibit superior fire safety, high durability, and high weather resistance than the prior art, and can exhibit better seismic performance and damage control performance than the prior art, and It relates to an earthquake-resistant reinforcement construction method and structure of a masonry wall that is excellent in safety against harmful substances because harmful substances are not generated.

The frequency of earthquakes in Korea is gradually increasing, and the recent Gyeongju and Pohang earthquakes have increased public anxiety about earthquake disaster prevention. In addition, the number of aged public buildings over 20 years of construction is about 45% as of 2016, and is expected to increase to 150,000 dong by 2030 with a continuous increase in the future. Although the seismic resistance rate of SOC facilities was secured at 62.3% (as of 2018), the seismic resistance rate of public buildings is about 35%, which is significantly lower than other facilities.

Currently, the methods used for earthquake-resistant reinforcement of buildings include the earthquake-resistant reinforcement method by means of steel frame braces, and the construction or extension method of RC shear walls. The seismic reinforcement by the steel brace is installed in the form of a grid, an oblique line, an X shape, and a combination thereof on the outside of the building. In this seismic reinforcement method, since the cross-section is determined by the compressive buckling strength of the brace when designing the earthquake-resistant reinforcement member, the cross-section becomes very large, the amount of steel and construction cost increase, and the light ratio decreases as the brace partially covers the window. In addition, there is a problem that makes you feel psychologically intimidating. In addition, the masonry wall must be removed and the foundation must be reinforced, so large-scale equipment is required and the amount of construction is greatly increased. In addition, a separate fireproof finish is required during construction, and there is a risk of corrosion of the steel plate after construction.

The new construction or extension method of the RC shear wall has advantages such as being the most common, inexpensive, and having abundant construction experience. However, in the case of RC shear walls, it is difficult to install various openings (windows, doors, etc.), so the indoor and outdoor use environment changes, natural light and visibility are limited, and the construction process and work for integration with the existing structure are complicated. The wet construction method takes a lot of time, making it difficult to use the building during construction, and the work in a narrow space has a high degree of difficulty. There are problems such as

Therefore, it is necessary to develop an earthquake-resistant reinforcement method that has excellent seismic energy absorption capacity for the masonry surface, does not require foundation reinforcement work, and reduces the amount of construction significantly due to minimal demolition during construction.

Republic of Korea Patent Publication No. 10-2020-0141566 (2020.12.21.)

The present invention was devised in view of the above problems, and the purpose of the present invention is to minimize the demolition of the existing masonry wall or reinforced concrete wall, so there is no need to limit indoor use during earthquake-resistant reinforcement construction. And to provide an earthquake-resistant reinforcement method and structure of the masonry wall that can be more economical.

Another object of the present invention is to provide an earthquake-resistant reinforcement method and a structure for a masonry wall that can exhibit better seismic resistance and damage control performance than the prior art.

Another object of the present invention is to provide an earthquake-resistant reinforcement construction method and a structure for a masonry wall having excellent safety against harmful substances because harmful substances are not generated during construction.

The present invention relates to a seismic reinforcement construction method of a masonry wall according to a characteristic for achieving the object as described above, comprising: installing a chemical anchor after drilling in a horizontal direction from the outside of an upper beam and a lower beam; A first high toughness composite is applied to the reinforcing surface of the masonry wall disposed between the upper and lower beams and the surfaces of the upper and lower beams and surrounding a plurality of the chemical anchors installed outside the upper and lower beams. to do; Installing a mesh body configured in a planar shape on the reinforcing surface; stacking a stress transmission member mounted to the chemical anchor of the upper beam and the lower beam to partially overlap the mesh body while extending to the masonry wall; Mounting a nut to the chemical anchor to fix the mesh body disposed therebetween while pressing the stress transmission member; and applying a second high toughness composite to the reinforcing surface on which the first high toughness composite is solidified in a state in which the mesh and the stress transmission member are buried.

And in the step of applying the first and second high-toughness composites, the first and second high-toughness composites contain 90 to 150 parts by weight of cement based on 100 parts by weight of mixing water, 90 to 300 parts by weight of cement, and 10 to 20 parts by weight of filler. parts expansion material, 5 to 15 parts by weight of a fluidizing agent, 5 to 20 parts by weight of fibers, 5 to 10 parts by weight of a shrinkage reducing agent, and 0.5 to 1 parts by weight of a thickener.

In addition, in the mesh installation step, the chemical anchors may be inserted at both ends of the mesh body.

In addition, the stress transmission member may include a plate having a through hole into which the chemical anchor can be inserted, and a bar having one end mounted on the plate and the other end protruding from one side of the plate and arranged in parallel.

On the other hand, the seismic reinforcement structure of the masonry wall according to the present invention, chemical anchors respectively installed in a plurality of holes drilled in the horizontal direction from the outside of the upper beam and the lower beam; a first high toughness composite surrounding a plurality of the chemical anchors installed on the outside of the upper and lower beams and applied to a reinforcing surface made of a masonry wall disposed between surfaces of the upper and lower beams and the upper and lower beams; a mesh body installed on the reinforcing surface and configured in a flat shape; a stress transmission member mounted to the chemical anchor of the upper beam and the lower beam and stacked to partially overlap the mesh body while extending to the masonry wall; Nuts mounted to the chemical anchor to fix the mesh body disposed therebetween while pressing the stress transmission member; and a second high toughness composite in which the first high toughness composite is applied to the solidified reinforcing surface in a state in which the mesh body and the stress transmission member are buried.

In addition, the first and second high toughness composites include 90 to 150 parts by weight of cement, 90 to 300 parts by weight of filler, 10 to 20 parts by weight of expansion material, 5 to 15 parts by weight of fluidizing agent, 5 to 20 parts by weight based on 100 parts by weight of mixing water. It is characterized in that it contains part of fiber, 5 to 10 parts by weight of a shrinkage reducing agent, and 0.5 to 1 part by weight of a thickener, and may be applied to a thickness of 10 to 60 mm.

In addition, the stress transmission member may include a plate having a through hole into which the chemical anchor can be inserted; and a bar having one end mounted on the plate and the other end protruding from one side of the plate and disposed in parallel.

According to the seismic reinforcement construction method and structure of the masonry wall according to the present invention, since the demolition of the existing masonry wall or reinforced concrete wall is minimized, there is no need to limit indoor use during earthquake-resistant reinforcement construction and economical efficiency.

In addition, according to the present invention, it is possible to exhibit superior fire safety, high durability, and high weather resistance than the prior art, and it is possible to exhibit superior seismic performance and damage control performance than the conventional earthquake-resistant reinforcement method using a high-toughness concrete composite. .

In addition, according to the present invention, there is an advantage that can be very suitable as a seismic reinforcement construction method of a small masonry building with weak seismic performance because it does not require large-scale equipment or large-scale demolition while securing seismic performance and the process is simple.

1 is a view showing the configuration of an earthquake-resistant reinforcement structure according to the present invention;
2 is a view showing the configuration of a stress transmission member according to the present invention;
3 is a flowchart illustrating the earthquake-resistant reinforcement method according to the present invention;
Figure 4 is a view showing the chemical anchor installation step,
5 is a view showing the first high toughness composite application step;
6 is a view showing the mesh installation step;
7 is a view showing the step of stacking the stress transmission member;
8 is a view showing a second high toughness composite application step;
9 is a compression test result graph (a) and photo (b) according to a comparative example,
10 is a compression test result graph (a) and photo (b) according to the present invention;
11 is a graph (a) and a photograph (b) of a bending test result according to a comparative example;
12 is a bending test result graph (a) and photo (b) according to the present invention;
13 is a graph (a) and a photograph (b) of a direct shear test result according to a comparative example;
14 shows graphs (a) and photos (b) of direct shear test results according to the present invention.

Hereinafter, the earthquake-resistant reinforcement method and structure of the masonry wall according to the present invention will be described in detail together with the accompanying drawings.

First, an earthquake-resistant reinforcement structure according to the present invention will be described.

1 is a view showing the configuration of an earthquake-resistant reinforcement structure according to the present invention, Figure 2 is a view showing the configuration of the stress transmission member according to the present invention.

As shown, the earthquake-resistant reinforcement structure according to the present invention is constructed outside the building to be reinforced, and includes a chemical anchor 20, first and second high toughness composites 30a and 30b, a mesh body 40, It is configured to include a stress transmission member 50 and a nut 60 made of a plate 51 and a bar 52 .

The chemical anchor 20 transmits stress to the reinforcing surface 10 made of the masonry wall B disposed between the upper beam Oa and the lower beam Ob surface and the upper beam Oa and the lower beam Ob. It is installed to install the member 50 . In addition, when an earthquake occurs, the chemical anchor 20 can more effectively transmit the stress generated on the reinforcing surface 10 to the stress transmission member 50 .

In detail, the chemical anchor 20 is respectively installed in a plurality of holes drilled in the horizontal direction from the outside of the upper beam (Oa) and the lower beam (Ob). The holes are drilled at regular intervals from the outside of the upper beam Oa and the lower beam Ob. After installing the chemical anchor 20 in the hole, epoxy is injected into the hole in which the chemical anchor 20 is installed to more firmly fix the chemical anchor 20.

The first high toughness composite 30a surrounds a plurality of the chemical anchors 20 installed outside the upper beam Oa and the lower beam Ob, and is applied to the reinforcing surface 10 .

The mesh body 40 has a planar shape, and in order to more effectively transfer the stress generated on the reinforcing surface 10 to the first and second high toughness composites 30a and 30b when an earthquake occurs, the reinforcing surface 10 is attached to the is installed

The stress transmitting member 50 is installed on the reinforcing surface 10 to transmit the stress generated when an earthquake occurs to the first and second high toughness composites 30a and 30b.

As shown in FIG. 3 , the stress transmission member 50 is composed of the plate material 51 and the bar material 52 , and thus stress can be more effectively dispersed.

In detail, the stress transmission member 50 is mounted to the chemical anchor 20 of the upper beam Oa and the lower beam Ob and is laminated to partially overlap the mesh body 40 while extending to the masonry wall B. It is installed on the outside of the upper beam (Oa) and the lower beam (Ob). A through hole into which the chemical anchor 20 can be inserted is formed in the plate 51 , and one end of the bar 52 is mounted on the plate 51 and the other end protrudes from one side of the plate 51 . are arranged parallel to each other. The stress transmission member 50 is mounted to the chemical anchor 20 of the upper beam Oa and the lower beam Ob and is stacked to partially overlap the mesh body 40 while extending to the masonry wall B.

The nut 60 is installed so that the mesh body 40 is more tightly joined to the reinforcing surface 10 and the first high toughness composite 30a applied to the reinforcing surface 10, and a stress transmission member It is mounted on the chemical anchor 20 so as to fix the mesh body 40 disposed therebetween while pressing the 50 .

The second high toughness composite 30b is applied to the reinforcing surface 10 on which the first high toughness composite 30a is solidified in a state in which the mesh body 40 and the stress transmission member 50 are buried.

In addition, the first and second high toughness composites 30a and 30b of the earthquake-resistant reinforcement structure according to the present invention can absorb seismic energy to suppress damage to the reinforcing surface 10, and with respect to 100 parts by weight of the compounding water 90 to 150 parts by weight of cement 90 to 300 parts by weight of filler, 10 to 20 parts by weight of expansion material, 5 to 15 parts by weight of fluidizing agent, 5 to 20 parts by weight of fiber, 5 to 10 parts by weight of shrinkage reducing agent, and 0.5 to 1 part by weight of It is characterized in that it contains a thickener.

Next, the first and second high toughness composites 30a and 30b according to the present invention will be described in detail.

As described above, the first and second high toughness composites 30a and 30b include 90 to 150 parts by weight of cement, 90 to 300 parts by weight of cement, 10 to 20 parts by weight of expansion material, and 5 to 15 parts by weight, based on 100 parts by weight of mixing water, as described above. It may be characterized as comprising a fluidizing agent in parts by weight, 5 to 20 parts by weight of fibers, 5 to 10 parts by weight of a shrinkage reducing agent, and 0.5 to 1 parts by weight of a thickener. In such a range, each component may exhibit excellent miscibility, so that each component of the high-toughness composite may be more uniformly mixed.

More specifically, the cement is used within the range of 90 to 150 parts by weight, more preferably 100 to 150 parts by weight, even more preferably 110 to 140 parts by weight, based on 100 parts by weight of the blending water, and if less than 90 parts by weight is used If it is, it may be difficult to secure early strength, and if it exceeds 150 parts by weight, there may be concerns about an increase in unit cost and an increase in shrinkage. The material used for the cement is not particularly limited.

The filler may be characterized in any one of the group consisting of one or two or more combinations selected from the group consisting of silica sand, fly ash, and gypsum, and 90 to 300 parts by weight based on 100 parts by weight of the compounding water, better is used within the range of 100 to 250 parts by weight, more preferably 150 to 250 parts by weight, if used in less than 90 parts by weight, it may be difficult to secure early strength, and if it exceeds 300 parts by weight, there is a risk of increased unit cost and reduced miscibility may occur.

The fiber may serve to suppress the occurrence of cracks and reduce the strain rate by the crosslinking action of the fibers in the inner composite. The fiber may be characterized in that any one of the group consisting of one or a combination of two or more selected from the group consisting of high-tensile PVA fibers, high-tensile PE fibers, and high-tensile steel fibers, 5 to 20 parts by weight based on 100 parts by weight of the compounding water parts, preferably 10 to 20 parts by weight, more preferably 10 to 15 parts by weight, if used in less than 5 parts by weight, the toughness of the composite is lowered and crack control is difficult, and it is more than 20 parts by weight When used, the durability performance is reduced due to the fiberball inside, and the strength is significantly reduced.

Next, the earthquake-resistant reinforcement method according to the present invention will be described.

3 is a flowchart for explaining the earthquake-resistant reinforcement method according to the present invention of the present invention, FIG. 4 is a view showing the chemical anchor installation step, FIG. 5 is a view showing the first high toughness composite application step, FIG. 6 is a view showing the mesh installation step, Figure 7 is a view showing the stress transmission member stacking step, Figure 8 is a view showing the second high toughness composite application step.

As shown, the earthquake-resistant reinforcement method according to the present invention is a construction method constructed from the outside of a building to be reinforced, and includes the steps of installing the chemical anchor 20 (S10), applying the first high toughness composite 30a Step (S20), the step of installing the mesh body 40 (S30), the step of stacking the stress transmission member 50 (S40), the step of mounting the nut 60 (S50), and the second high toughness composite ( It is configured to include the step (S60) of applying 30b).

In more detail, as shown in FIG. 4 , a hole is drilled in the horizontal direction from the outside of the upper beam Oa and the lower beam Ob, and the chemical anchor 20 is installed. The holes are drilled at regular intervals from the outside of the upper beam Oa and the lower beam Ob, and after installing the drilled chemical anchor 20, epoxy is injected into the hole in which the chemical anchor 20 is installed. The chemical anchor 20 is more firmly fixed (S10).

And as shown in FIG. 5, the first high toughness composite 30a surrounds a plurality of the chemical anchors 20 installed on the outside of the upper beam Oa and the lower beam Ob, and the upper beam ( Oa) and the lower beam (Ob) and the surface and the upper beam (Oa) and the lower beam (Ob) is to be applied to the reinforcement surface 10 made of the masonry wall (B) disposed between (S20).

In addition, the first high toughness composite 30a may contain 90 to 150 parts by weight of cement, 90 to 300 parts by weight of cement, 10 to 20 parts by weight of an expansion material, 5 to 15 parts by weight of a fluidizing agent, and 5 to 15 parts by weight based on 100 parts by weight of the blending water. parts fiber, 5 to 10 parts by weight of a shrinkage reducing agent, and 0.5 to 1 parts by weight of a thickener.

6, the first high toughness composite 30a is applied to the reinforcement surface 10 with a thickness of 10 to 30 mm, more preferably 10 to 25 mm, and even more preferably 15 to 20 mm. A mesh body 40 configured in a flat shape is installed (S30).

At this time, the chemical anchors 20 are inserted into both ends of the mesh body 40 .

As the first high toughness composite 30a is applied to the reinforcing surface 10 to a thickness of 10 to 30 mm, more preferably 10 to 25 mm, and even more preferably 15 to 20 mm, the mesh body 40 is seismic. When generated, the stress generated on the reinforcing surface 10 may be more effectively transmitted to the first and second high toughness composites 30a and 30b.

As shown in FIG. 7, a stress transmission member mounted on the chemical anchor 20 of the upper beam Oa and the lower beam Ob so as to partially overlap the mesh body 40 while extending to the masonry wall B. (50) is laminated (S40).

In addition, as shown in FIG. 7, a nut 60 is mounted on the chemical anchor 20 to fix the mesh body 40 disposed therebetween while pressing the stress transmission member 50 (S50).

At this time, the stress transmission member 50 includes a plate 51 having a through hole into which the chemical anchor 20 can be inserted, and one end is mounted on the plate 51 and the other end is on one side of the plate 51 . It may be composed of a bar 52 that is protruded and disposed in parallel.

As shown in FIG. 8 , the second high-toughness composite 30b is placed on the reinforcing surface 10 on which the first high-toughness composite 30a is solidified in a state in which the mesh body 40 and the stress transmission member 50 are buried. ) is applied to a thickness of 10 to 30 mm, more preferably 10 to 25 mm, and even more preferably 15 to 25 mm (S60).

Through such an earthquake-resistant reinforcing structure and construction method, the indoor space can be continuously used regardless of the construction time, and safe construction can be achieved because the occupant, the movement line, and the construction section can be clearly separated. In addition, by using a high-toughness composite, it is possible to exhibit superior seismic performance and damage control performance than the conventional earthquake-resistant reinforcement method. In addition, it is possible to secure better seismic performance by using the high-toughness composite, and it does not require large-scale equipment or large-scale demolition, and because the process is simple, it can be very suitable as an earthquake-resistant reinforcement method for small-scale masonry buildings with weak seismic performance.

Next, a characteristic evaluation method according to the present invention and a comparative example will be described.

The comparative example was carried out in the same manner as in the present invention except that FRCC, a conventional material, was added instead of the first and second high toughness composites 30a and 30b.

9 shows a compression test result graph (a) and a photograph (b) according to a comparative example, FIG. 10 shows a compression test result graph (a) and a photograph (b) according to the present invention, and FIG. The bending test result graph (a) and the photograph (b) according to the comparative example are shown, FIG. 12 shows the bending test result graph (a) and the photograph (b) according to the present invention, and FIG. 13 is a comparative example The direct shear test result graph (a) and the photograph (b) are shown, and FIG. 14 shows the direct shear test result graph (a) and the photograph (b) according to the present invention.

In the compression test, the upper and lower ends of the present invention and comparative example are installed between the pressing jig and the fixing jig, and the compressive force is applied in one direction at a speed of 0.01 mm/s from the upper part of the test body to 70% or less of the maximum load. The load (kN) and vertical displacement (mm) of the load-cell of the present invention and comparative example were measured.

9 and 10, it can be seen that the maximum yield strength (P _max ) of the comparative example is 67.0 kN, and the maximum yield strength (P _max ) of the present invention is 151.2 kN, which is 84.2 kN higher than that of the comparative example. In addition, it can be seen that, in the comparative example, the lower end was damaged as a result of loading, but only cracks occurred in the present invention.

In the bending test, a concentrated load was applied to two points at 1/3 and 2/3 points in the longitudinal direction with a simple support boundary condition at both ends so that the maximum moment occurs in a certain section in the longitudinal direction of the present invention and comparative example. A compressive force was applied in one direction at a speed of 0.01 mm/s until the load decreased to 70% or less of the maximum load, and the load (kN) of the load-cell and the amount of deflection (mm) in the center were measured.

11 and 12, it can be seen that the maximum load (P _max ) of the comparative example is 1.44 kN, and the maximum load (P _max ) of the present invention is 25.67 kN, which is 24.23 kN higher than that of the comparative example. In addition, in the comparative example, the proof strength was greatly lowered as cracks occurred, and brittle damage occurred, but in the present invention, the proof strength was lowered as the cracks occurred, but it can be seen that there was no brittle damage because it was able to maintain a certain proof strength range.

This may mean that the tensile performance of the first and second high toughness composites 30a and 30b reinforced at the lower end of the specimen is exhibited against the tensile force due to bending.

The direct shear test is performed by installing L-shaped jigs at both upper and lower ends for the present invention and comparative examples rotated at 45°, and at a speed of 0.01 mm/s at the top of the present invention and comparative examples to generate maximum shear stress in the center Compressive force was applied in one direction until the load decreased to 70% or less of the maximum load. Displacement (mm) was measured. At this time, the L-shaped jig for urging was used with an L-shaped hardware having one leg of the jig of 80 mm, and the distance between the displacement gauges was fixed at 810 mm.

13 and 14, it can be seen that the maximum shear stress degree (P _{max ) of the comparative example is 165.4 kN, and the maximum shear stress degree (P max )} of the present invention is 299.3 kN, which is 133.9 kN higher than the comparative example there is.

As described above, the rights of the present invention are not limited to the embodiments described above, but are defined by what is described in the claims, and those of ordinary skill in the art can make various modifications and adaptations within the scope of the claims. It is self-evident that you can

10: reinforcement surface
20: chemical anchor
30a, 30b: first and second high toughness complexes
40: mesh
50: stress transmission member 51: plate 52: bar
60: nut
Oa : Upper beam Ob : Lower beam
B : masonry wall

Claims (7)

Installing the chemical anchor 20 after drilling in the horizontal direction from the outside of the upper beam (Oa) and the lower beam (Ob);
Surrounding a plurality of the chemical anchors 20 installed on the outside of the upper beam Oa and the lower beam Ob, the upper beam Oa and the lower beam Ob surface and the upper beam Oa and the lower part applying the first high toughness composite 30a to the reinforcing surface 10 made of the masonry wall B disposed between the beams Ob;
installing a mesh body 40 configured in a planar shape inside the first high toughness composite 30a;
stacking the stress transmission member 50 to partially overlap the mesh body 40 while being mounted on the chemical anchor 20 of the upper beam Oa and the lower beam Ob and extending to the masonry wall B;
Mounting a nut 60 to the chemical anchor 20 so as to fix the mesh body 40 disposed therebetween while pressing the stress transmission member 50; and
and applying a second high toughness composite (30b) to the outer surface on which the first high toughness composite (30a) is solidified in a state in which the mesh body (40) and the stress transmission member (50) are buried; Seismic reinforcement of masonry walls.
According to claim 1,
In the step of applying the first and second high toughness composites 30a and 30b, the first and second high toughness composites 30a and 30b contain 90 to 150 parts by weight of cement 90 to 150 parts by weight based on 100 parts by weight of the mixing water. 300 parts by weight of filler, 10 to 20 parts by weight of expansion material, 5 to 15 parts by weight of a fluidizing agent, 5 to 20 parts by weight of fiber, 5 to 10 parts by weight of a shrinkage reducing agent, and 0.5 to 1 parts by weight of a thickener. Seismic reinforcement of masonry walls.
According to claim 1,
In the installation step of the mesh body 40, the seismic reinforcement method of the masonry wall, characterized in that the chemical anchors 20 are inserted at both ends of the mesh body 40.
According to claim 1,
The stress transmission member 50 includes a plate 51 having a through hole into which the chemical anchor 20 can be inserted, and one end is mounted on the plate 51 and the other end protrudes from one side of the plate 51 . Seismic reinforcement construction method of a masonry wall, characterized in that it includes a bar 52 that is arranged in parallel while being.
Chemical anchors 20 respectively installed in a plurality of holes drilled in the horizontal direction from the outside of the upper beam (Oa) and the lower beam (Ob);
Surrounding a plurality of the chemical anchors 20 installed on the outside of the upper beam Oa and the lower beam Ob, the upper beam Oa and the lower beam Ob surface and the upper beam Oa and the lower beam (Ob) a first high toughness composite (30a) applied to the reinforcing surface (10) made of the masonry wall (B) disposed between;
a mesh body 40 installed inside the first high toughness composite 30a and configured in a planar shape;
a stress transmission member 50 mounted to the chemical anchor 20 of the upper beam Oa and the lower beam Ob and partially overlapped with the mesh body 40 while extending to the masonry wall B;
a nut 60 mounted to the chemical anchor 20 to fix the mesh body 40 disposed therebetween while pressing the stress transmission member 50; and
A masonry comprising a; a second high toughness composite (30b) applied to the outer surface on which the first high toughness composite (30a) is solidified in a state in which the mesh body (40) and the stress transmission member (50) are buried; Seismic reinforcement structure of the wall.
6. The method of claim 5,
The first and second high toughness composites 30a and 30b may contain 90 to 150 parts by weight of cement, 90 to 300 parts by weight of filler, 10 to 20 parts by weight of expansion material, 5 to 15 parts by weight of a fluidizing agent, based on 100 parts by weight of blending water, Seismic reinforcement of a masonry wall, characterized in that it contains 5 to 20 parts by weight of fiber, 5 to 10 parts by weight of a shrinkage reducer, and 0.5 to 1 parts by weight of a thickener, and is applied to a thickness of 10 to 60 mm struct.
6. The method of claim 5,
The stress transmission member 50 may include a plate 51 having a through hole into which the chemical anchor 20 can be inserted; and
The seismic reinforcement structure of the masonry wall, comprising a; one end is mounted on the plate (51) and the other end is disposed in parallel while protruding from one side of the plate (51).

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