Grid material oblique arrangement method for improving shock resistance of concrete structure

Abstract

The invention relates to the field of structural reinforcement and new construction, in particular to a grid material oblique arrangement method for improving the shock resistance of a concrete structure. Comprising the following steps: preparing grids; the grids obtained in the step S1 are obliquely arranged on the surface of a concrete matrix; spraying a bonding layer on the upper part of the grid, so that the grid is bonded with the concrete matrix; scraping mortar on the upper part of the bonding layer; the fiber direction of the grid is changed to be approximately consistent with the main tensile stress direction of an earthquake, so that the fiber efficiently transfers force along a main stress trace line, the shear strength and stability of a concrete structure are improved, meanwhile, concrete is sprayed on the upper portion of the grid, a concrete base body and the grid are bonded together, a layer of mortar is further coated on the upper portion of the bonding layer in a blade coating mode, and the structure is compact. And the grid, the bonding layer and the mortar form a composite protective layer of the concrete structure, so that the stability of the concrete structure can be further improved.

Description

Technical Field

[0001] The present invention relates to the fields of structural reinforcement and new construction engineering, and in particular to a method for obliquely arranging grid materials for improving the earthquake resistance of concrete structures. Background Art

[0002] In current concrete structure reinforcement and new construction projects, the grid layout generally adopts a 0° and 90° orthogonal arrangement, which has become the mainstream technical solution due to its ease of construction. Meshes are mainly classified by material into fiber-reinforced plastic (FRP) mesh, polymer-based mesh, and metal mesh. FRP mesh includes carbon fiber (CFRP) mesh, glass fiber (GFRP) mesh, and basalt fiber (BFRP) mesh; polymer-based mesh includes aramid mesh, polyester fiber mesh, and polyethylene mesh; and metal mesh includes stainless steel mesh and galvanized steel mesh. Orthogonal fiber-reinforced mesh is fixed to the surface or interior of concrete using epoxy structural adhesive or pre-embedded binding, forming a bidirectional uniform force system, thereby improving the performance of the concrete structure. Because it can increase the structural flexural rigidity and inhibit the expansion of vertical cracks, it is widely used in the reinforcement and new construction of shear walls, frame beams, slabs, columns, tunnels, and low axial compression ratio columns.

[0003] In actual earthquake-resistant engineering, the orthogonal grid layout method faces multiple adaptability limitations due to its inherent angle system: First, the direction of the principal tensile stress during an earthquake is generally distributed between 45° and 60°, which forms a rigid angle with the grid fiber direction, resulting in the fibers being unable to efficiently transmit force along the principal stress trajectory. Second, the propagation path of oblique shear cracks highly overlaps with the diagonal lines of the orthogonal grid openings, rendering the crack control mechanism ineffective. More seriously, the right-angle bends of the orthogonal grid at the beam-column joint area cause sudden changes in fiber direction, forming dead corners in stress flow, which directly weakens the joint's energy dissipation capacity. These defects, closely related to angles, make it difficult for the traditional orthogonal layout system to meet the seismic performance requirements of "strong joints and high ductility" for building structures.

[0004] In view of this, the present invention is proposed. Summary of the Invention

[0005] In response to the shortcomings of the existing technology, the present invention provides a method for obliquely arranging grid materials to improve the seismic resistance of concrete structures. The method enables the grid fibers to efficiently transmit force along the main earthquake stress trace, thereby improving the shear bearing capacity of the structure and effectively solving the problems of rapid failure of the crack control mechanism and weakening the energy consumption capacity of the nodes.

[0006] To achieve the above object, the present invention adopts the following technical solutions:

[0007] The present invention proposes a method for obliquely arranging grid materials to improve the seismic resistance of concrete structures, which is characterized by comprising the following steps:

[0008] S1. Prepare the grid;

[0009] S2, arrange the grid obtained in S1 obliquely on the surface of the concrete base;

[0010] S3. Spraying a bonding layer on the upper part of the grid to bond the grid to the concrete matrix;

[0011] S4. Apply mortar on the top of the bonding layer.

[0012] Specifically, in S2, the inclination of the grid on the surface of the concrete substrate is 45° to 60°.

[0013] Specifically, in S2, the specific method for obliquely arranging the grid on the surface of the concrete base is: using a high-pressure water jet to etch the surface of the concrete base, so that the concrete base surface forms a mesh groove that matches the grid, spraying an interface agent on the surface of the mesh groove, and embedding the grid in the mesh groove. Through the synergistic effect of high-pressure water jet etching, interface agent spraying, and mesh grooving, a triple strengthening mechanism is achieved: the high-pressure water jet etching process improves construction efficiency and shortens the construction period; the oblique mesh groove formed by etching improves the interface shear strength through three-dimensional mechanical interlocking and guides the expansion of cracks along the grid; the interface agent penetrates the concrete to generate a strengthened chemical bond, simultaneously blocking the corrosive medium, thereby achieving efficient construction, high strength, and high durability.

[0014] Specifically, in S1, the FRP mesh includes a CFRP mesh, a GFRP mesh, and a BFRP mesh; the polymer-based mesh includes an aramid mesh, a polyester fiber mesh, and a polyethylene mesh; and the metal mesh includes a stainless steel mesh and a galvanized steel mesh.

[0015] Specifically, if the mesh is an FRP mesh, the depth of the mesh groove is 2 to 2.5 mm; if the mesh is a polymer-based mesh or a metal mesh, the depth of the mesh groove is 1.3 to 1.7 mm. FRP mesh relies on its high strength and fatigue resistance to improve its crack bearing capacity and suppress the increase of the interlayer displacement angle; polymer-based mesh and metal mesh achieve large deformation energy dissipation by virtue of their high ductility. The mesh forms a synergistic system through the embedding of oblique grooves and the gradient transition of the interface agent, which can adapt to most seismic fortification scenarios, meet the reinforcement needs of various common buildings, and achieve a precise balance between ductile energy dissipation and strength stiffness.

[0016] Specifically, if the mesh is an FRP mesh, the bonding layer is a polymer-modified concrete layer with a thickness of 18 to 22 mm, and the mortar is an epoxy mortar containing chopped fibers. The FRP mesh is matched with the polymer-modified concrete and the chopped fiber epoxy mortar. By matching the low shrinkage of the polymer-modified concrete with the high modulus of carbon fiber, the required interlayer drift angle is further met.

[0017] If the grid is a polymer-based grid or a metal grid, the bonding layer is an active powder concrete layer containing steel fibers, with a thickness of 23 to 26 mm. Both the polymer-based grid and the metal grid use steel fiber active powder concrete, which utilizes its high toughness in conjunction with the high ductility of the polymer-based grid or the metal grid, thereby further controlling the crack width and the ultimate displacement angle to meet the requirements of the specification.

[0018] Specifically, the active powder concrete layer containing steel fiber is composed of the following parts by mass: 28-33 parts of Portland cement, 13-16 parts of silica fume, 22-25 parts of quartz powder, 18-23 parts of quartz sand, 5-8 parts of water, 1-3 parts of water reducer, and 1-3 parts of steel fiber.

[0019] Specifically, the polymer modified concrete layer is composed of the following parts by mass: 65-70 parts of Portland cement, 53-57 parts of sand, 53-56 parts of gravel, 18-23 parts of SBR emulsion, and 1-3 parts of water reducer. The epoxy mortar containing chopped fibers is composed of the following parts by mass: 62-67 parts of epoxy resin, 18-22 parts of curing agent, 93-97 parts of quartz sand, 8-12 parts of carbon fiber, 6-9 parts of toughening agent, and 2-5 parts of coupling agent.

[0020] Specifically, the FRP mesh is produced using a hot-pressing and curing process, with a fiber bundle spacing of ≤20mm. Both the polymer-based mesh and the metal mesh are produced using a three-dimensional weaving process. The 3D weaving process creates an isotropic shear-resistant structure and a three-dimensional interlocking interface, adaptable to curved substrates. The hot-pressing and curing process improves shear and tensile strength, meeting the structural requirements for seismic and fatigue resistance. Both processes offer low-cost mesh production and can support seismic reinforcement and new structural construction projects, ranging from high-ductility energy dissipation to high-shear strength.

[0021] Specifically, the mesh comprises an FRP mesh, a polymer-based mesh, and a metal mesh. When arranged individually, the mesh is placed on the surface of the concrete matrix. When arranged in a double-layer configuration, the FRP mesh is placed on the surface of the concrete matrix, the polymer-based mesh is placed above it, and a silicone rubber transition layer is placed between the FRP and polymer-based meshes. This three-layer collaborative design of the FRP mesh, polymer-based mesh, and transition layer creates a multi-stage seismic resistance system: the FRP mesh maintains structural rigidity, the silicone rubber transition layer dissipates energy through shear deformation and reduces the acceleration response of the upper structure, and the polymer-based mesh achieves the regulatory requirements for the ultimate displacement angle through fracture strain, forming a "rigid-dissipative-flexible" gradient force transmission path.

[0022] Compared with the prior art, the present invention has the following beneficial effects:

[0023] (1) The present invention arranges the grid material obliquely on the concrete base, and sprays concrete on the upper part of the grid so that the concrete base and the grid are bonded together. A layer of mortar can also be scraped on the upper part of the bonding layer. In this way, the grid, bonding layer and mortar form a composite protective layer for the concrete base, which can significantly improve the reinforcement effect of the concrete base.

[0024] (2) The oblique arrangement method of the grid material of the present invention mainly changes the direction of the grid fiber to make it close to the direction of the main tensile stress of the earthquake, so that the fiber can efficiently transmit force along the main stress trace, and forms an angle difference of ≥30° between the diagonal direction of the oblique grid and the potential crack expansion direction, forcing the cracks to bifurcate and consume energy at the grid intersection nodes, thereby improving the shear strength of the structure, and effectively solving the problem that the expansion path of the oblique shear crack is highly coincident with the diagonal of the orthogonal grid opening, resulting in the failure of the crack control mechanism, and the problem that the right-angle bending arrangement of the orthogonal grid in the beam-column node area causes a sudden change in the fiber direction to form a stress flow turning dead corner, which directly weakens the node energy consumption capacity. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 Schematic diagram of the traditional orthogonal arrangement of mesh materials;

[0026] Figure 2 This is a schematic diagram of the oblique arrangement of the reinforced grid material for improving the seismic resistance of concrete structures according to the present invention;

[0027] Figure 3 This is a schematic diagram of the oblique arrangement of the grid in the existing shear wall reinforcement project in Example 1 of the present invention;

[0028] Figure 4 This is a schematic diagram of the oblique arrangement of the grid in the frame-shear wall coordinated reinforcement project in Example 2 of the present invention;

[0029] Figure 5 This is a schematic diagram of the oblique arrangement of grids in a shield tunnel reinforcement project in Example 3 of the present invention;

[0030] Figure 6 This is a schematic diagram of the oblique arrangement of the grid in the orthogonal-oblique grid combined reinforced beam structure in Example 4 of the present invention.

[0031] Reference numerals: 1. shear wall; 2. frame-shear wall; 3. shield tunnel; 4. beam. DETAILED DESCRIPTION

[0032] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0033] refer to Figure 1 , Figure 1 This is a schematic diagram of the traditional orthogonal grid arrangement, which has the problem that the seismic principal stress forms a rigid angle with the grid fiber direction, resulting in the fiber being unable to efficiently transmit force along the principal stress trace; the oblique shear crack expansion path is highly coincident with the diagonal of the orthogonal grid opening, resulting in the failure of the crack control mechanism; and the right-angle bend arrangement of the orthogonal grid in the beam-column node area causes a sudden change in the fiber direction, forming a stress flow turning dead corner, which directly weakens the node's energy consumption capacity.

[0034] For the above problems, refer to Figure 2 The present invention provides a method for obliquely arranging mesh materials to enhance the seismic resistance of concrete structures. This method involves obliquely arranging a fiber mesh on a concrete base. By embedding the mesh within the concrete base and applying mortar, the mesh and concrete base are bonded together to form a composite protective layer. This method is suitable for concrete structure reinforcement and new construction projects. It can improve the shear strength of concrete structures, thereby enhancing their seismic resistance. It effectively addresses the problem of the principal earthquake stress forming a rigid angle with the mesh fiber direction, preventing the fibers from efficiently transmitting force along the principal stress trajectory. It can also improve the structure's ultimate load-bearing capacity and energy absorption performance.

[0035] Example 1

[0036] refer to Figure 3 This embodiment proposes a method for obliquely arranging CFRP grids to improve the seismic resistance of shear wall concrete structures, which is carried out in the following steps:

[0037] S1, preparing CFRP grid by hot pressing curing molding process;

[0038] S2. First, the concrete base surface of the shear wall 1 is etched with a high-pressure water jet to form a mesh groove on the concrete base surface of the shear wall 1 that matches the CFRP mesh. Then, an interface agent is sprayed on the surface of the mesh groove to form a 0.8 mm transition layer. Finally, the CFRP mesh is embedded in the mesh groove. The inclination of the CFRP mesh on the concrete base surface of the shear wall 1 is 60°.

[0039] S3. High-pressure spraying of a bonding layer on the upper portion of the CFRP mesh allows the CFRP mesh to be bonded to the concrete matrix of the shear wall 1;

[0040] S4. Apply mortar on the top of the bonding layer. The grid, bonding layer and mortar together form a composite protective layer to reinforce the shear wall 1.

[0041] In this embodiment, the fiber bundle spacing of the CFRP grid is 20 mm;

[0042] The depth of the mesh groove can be 2 to 2.5 mm, and 2 mm is preferred in this embodiment;

[0043] The interface agent is an epoxy-based interface agent containing nanoclay, specifically composed of the following parts by weight: 100 parts of epoxy resin, 25 parts of curing agent, and 8 parts of nanoclay; the curing agent is preferably a polyamide curing agent;

[0044] The bonding layer is a polymer-modified concrete layer with a thickness of 18 to 22 mm, preferably 18 mm in this embodiment; the polymer-modified concrete layer is composed of the following parts by mass: 68 parts of Portland cement, 55 parts of sand, 55 parts of gravel, 20 parts of SBR emulsion, and 2 parts of water reducer, and the water reducer is preferably a polycarboxylic acid-based water reducer.

[0045] The mortar is an epoxy mortar containing chopped fibers, and the final finishing thickness is 5 mm; the epoxy mortar containing chopped fibers; the epoxy mortar containing chopped fibers is composed of the following components in parts by mass: 65 parts of epoxy resin, 20 parts of curing agent, 95 parts of quartz sand, 10 parts of carbon fiber, 7 parts of toughening agent, and 3 parts of coupling agent.

[0046] Example 2

[0047] refer to Figure 4 This embodiment proposes a method for obliquely arranging GFRP grids to improve the seismic resistance of frame-shear wall concrete structures, which is carried out in the following steps:

[0048] S1, preparing GFRP mesh by hot pressing curing molding process;

[0049] S2. First, the surface of the concrete matrix of the frame-shear wall 2 is etched with a high-pressure water jet to form a mesh groove matching the GFRP mesh on the surface of the concrete matrix of the frame-shear wall 2. Then, an interface agent is sprayed on the surface of the mesh groove to form a 0.8 mm transition layer. Finally, the GFRP mesh is embedded in the mesh groove. The inclination of the GFRP mesh on the surface of the concrete matrix of the shear wall 2 is 55°.

[0050] S3. High-pressure spraying of a bonding layer on the upper portion of the GFRP mesh allows the GFRP mesh to bond with the frame-shear wall concrete matrix;

[0051] S4. Apply mortar on the top of the bonding layer. The grid, bonding layer and mortar together form a composite protective layer to reinforce the frame-shear wall 2.

[0052] In this embodiment, the fiber bundle spacing of the GFRP grid is 18 mm;

[0053] The depth of the mesh groove is 2.2 mm;

[0054] The interface agent is an epoxy-based interface agent containing nanoclay, specifically composed of the following parts by weight: 100 parts of epoxy resin, 25 parts of curing agent, and 8 parts of nanoclay; the curing agent is preferably a polyamide curing agent;

[0055] The bonding layer is a polymer modified concrete layer with a thickness of 20 mm. The polymer modified concrete layer is composed of the following parts by mass: 65 parts of Portland cement, 57 parts of sand, 53 parts of gravel, 23 parts of SBR emulsion, and 1 part of water reducer.

[0056] The mortar is an epoxy mortar containing chopped fibers, and the final thickness is 5 mm; the epoxy mortar containing chopped fibers has the following composition by weight: 62 parts of epoxy resin, 22 parts of curing agent, 93 parts of quartz sand, 12 parts of carbon fiber, 6 parts of toughening agent, and 5 parts of coupling agent; the curing agent is preferably a polyamide curing agent, the toughening agent is preferably a carboxyl nitrile liquid rubber, and the coupling agent is preferably a silane coupling agent.

[0057] Example 3

[0058] refer to Figure 5 This embodiment proposes a method for obliquely arranging aramid grids to improve the seismic resistance of the concrete structure of a shield tunnel wall, which is carried out in the following steps:

[0059] S1, preparing aramid mesh using three-dimensional weaving process;

[0060] S2. First, a high-pressure water jet is used to etch the surface of the concrete base of the shield tunnel 3 to form a mesh groove on the surface of the concrete base of the shield tunnel 3 that matches the aramid mesh. Then, an interface agent is sprayed on the surface of the mesh groove to form a 0.5 mm transition layer. Finally, the aramid mesh is embedded in the mesh groove. The inclination of the aramid mesh on the surface of the concrete base of the shield tunnel 3 is 45°.

[0061] S3. High-pressure spraying of a bonding layer on the upper portion of the aramid mesh allows the aramid mesh to be bonded to the concrete matrix of the shield tunnel 3;

[0062] S4. Apply mortar on the top of the bonding layer. The grid, bonding layer and mortar together form a composite protective layer to reinforce the wall of the shield tunnel 3.

[0063] In this embodiment, the fiber bundle spacing of the aramid mesh is 16 mm;

[0064] The depth of the mesh groove is 1.5 mm;

[0065] The interface agent is a spray polyurethane elastic interface agent, specifically composed of the following parts by weight: 70 parts of polyurethane, 15 parts of curing agent, 13 parts of toughening agent, and 2 parts of thixotropic agent; the curing agent is preferably amino-terminated polyether, the toughening agent is preferably hydroxy nitrile liquid rubber, and the thixotropic agent is preferably fumed silica;

[0066] The bonding layer is an active powder concrete layer containing steel fibers, and the thickness can be 23 to 26 mm, preferably 25 mm in this embodiment; the active powder concrete layer containing steel fibers is composed of the following parts by weight: 30 parts of Portland cement, 15 parts of silica fume, 24 parts of quartz powder, 20 parts of quartz sand, 7 parts of water, 2 parts of a water reducer, and 2 parts of steel fibers; the water reducer is preferably a polycarboxylic acid-based water reducer.

[0067] Example 4

[0068] refer to Figure 6 This embodiment proposes a method for arranging oblique grids to improve the seismic resistance of reinforced beam concrete structures, which is carried out in the following steps:

[0069] S1. Prepare a mesh, wherein the mesh includes a CFRP mesh and a polyester fiber mesh, wherein the CFRP mesh and the polyester fiber mesh are superimposed and connected, and a transition layer is provided between the CFRP mesh and the polyester fiber mesh. The mesh is specifically prepared by: preparing the CFRP mesh by a hot pressing curing molding process, preparing the polyester fiber mesh by a three-dimensional weaving process, providing a transition layer on top of the CFRP mesh, and placing the polyester fiber mesh on the transition layer.

[0070] S2. First, the concrete base surface of beam 4 is etched with a high-pressure water jet to form a mesh groove on the concrete base surface of beam 4 that matches the CFRP mesh. Then, an interface agent is sprayed on the mesh groove surface to form a 0.6 mm transition layer. Finally, the CFRP mesh is embedded in the mesh groove. The mesh is on the concrete base surface of beam 4. The inclination of the CFRP mesh is 50°, and the inclination of the polyester fiber mesh is 0°, which can also be selected as 90°.

[0071] S3. High-pressure spraying of a bonding layer on the upper portion of the polyester fiber mesh allows the entire mesh to be bonded to the concrete matrix of beam 4;

[0072] S4. Apply mortar on the top of the bonding layer. The grid, bonding layer and mortar together form a composite protective layer to improve the stability of the concrete matrix of the beam 4.

[0073] In this embodiment, the fiber bundle spacing of the polyester fiber grid is 16 mm; the fiber bundle spacing of the CFRP grid is 15 mm;

[0074] The depth of the mesh groove can be 2 to 2.5 mm, and 2.5 mm is preferred in this embodiment;

[0075] The interface agent is an epoxy-based interface agent containing nanoclay, specifically composed of the following parts by weight: 100 parts of epoxy resin, 25 parts of curing agent, and 8 parts of nanoclay;

[0076] The bonding layer is a polymer-modified concrete layer with a thickness of 18 to 22 mm, preferably 22 mm in this embodiment; the polymer-modified concrete layer is composed of the following parts by mass: 70 parts of Portland cement, 53 parts of sand, 56 parts of gravel, 18 parts of SBR emulsion, and 3 parts of water reducer, wherein the water reducer is preferably a polycarboxylic acid-based water reducer.

[0077] The transition layer is a silicone rubber transition layer with a thickness of 3 mm.

[0078] The specific embodiments of the present invention are provided to enable those skilled in the art to understand or implement the present invention. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention.

[0079] It should be understood that the present invention is not limited to the above description and that various modifications and changes may be made without departing from the scope thereof. The scope of the present invention is limited only by the appended claims.

Claims

1. A method for obliquely arranging grid materials to improve the seismic resistance of concrete structures, characterized in that: The following steps are involved: S1. Prepare the grid; S2, arrange the grid obtained in S1 obliquely on the surface of the concrete base; S3. Spraying a bonding layer on the upper part of the grid to bond the grid to the concrete matrix; S4. Apply mortar on the top of the bonding layer.

2. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 1, characterized in that: In S2, the inclination of the grid on the surface of the concrete substrate is 45° to 60°.

3. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 1, characterized in that: In S2, the specific method of arranging the grid obliquely on the surface of the concrete base is: etching the surface of the concrete base with a high-pressure water jet to form a mesh groove on the surface of the concrete base that matches the grid, spraying an interface agent on the surface of the mesh groove, and embedding the grid in the mesh groove.

4. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 1, characterized in that: In S1, the grid is a fiber reinforced composite material (FRP) grid, a polymer-based grid and a metal grid; the FRP grid is a fiber (CFRP) grid, a glass fiber (GFRP) grid, and a basalt fiber (BFRP) grid; the polymer-based grid is an aramid grid, a polyester fiber grid, and a polyethylene grid; the metal grid is a stainless steel grid and a galvanized steel grid.

5. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 4, characterized in that: If the mesh is an FRP mesh, the depth of the mesh groove is 2 to 2.5 mm; if the mesh is a polymer-based or metal mesh, the depth of the mesh groove is 1.3 to 1.7 mm.

6. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 4, characterized in that: If the mesh is an FRP mesh, the bonding layer is a polymer-modified concrete layer with a thickness of 18-22 mm, and the mortar is an epoxy mortar containing chopped fibers. If the mesh is a polymer-based or metal mesh, the bonding layer is a reactive powder concrete layer containing steel fibers with a thickness of 23-26 mm.

7. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 6, characterized in that: The active powder concrete layer containing steel fibers is composed of the following parts by mass: 28 to 33 parts of Portland cement, 13 to 16 parts of silica fume, 22 to 25 parts of quartz powder, 18 to 23 parts of quartz sand, 5 to 8 parts of water, 1 to 3 parts of water reducer, and 1 to 3 parts of steel fibers.

8. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 6, characterized in that: The polymer modified concrete layer is composed of the following components in parts by weight: 65-70 parts of Portland cement, 53-57 parts of sand, 53-56 parts of gravel, 18-23 parts of SBR emulsion, and 1-3 parts of water reducer. The epoxy mortar containing chopped fibers is composed of the following components in parts by weight: 62-67 parts of epoxy resin, 18-22 parts of curing agent, 93-97 parts of quartz sand, 8-12 parts of carbon fibers, 6-9 parts of toughening agent, and 2-5 parts of coupling agent.

9. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 4, characterized in that: The FRP is prepared by a hot pressing and curing molding process, the fiber bundle spacing of the FRP grid is ≤20 mm, and the polymer matrix and the metal grid are both prepared by a three-dimensional weaving process.

10. The method for obliquely arranging grid materials to improve the seismic resistance of concrete structures according to claim 1, characterized in that: The grid includes an FRP grid, a polymer-based grid and a metal grid. When the grid is arranged alone, the grid is set on the surface of the concrete matrix; when the grid is arranged in a double-layer combination, the FRP grid is arranged on the surface of the concrete matrix, and the polymer-based grid is arranged above the FRP grid, and a silicone rubber transition layer is set between the FRP grid and the polymer-based grid.

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