An aseismatic reinforcing structure of a masonry structure wall

Abstract

The utility model relates to an anti-seismic reinforcing structure of existing masonry structure wall, including steel lattice type component and steel web member component, steel lattice type component is connected with existing masonry structure wall both ends through the pull bolt, forms steel-masonry combination truss chord, steel web member component is connected with the middle part of existing masonry structure wall through the pull bolt, forms steel-masonry combination structure truss web member, the axial tension and compression design value of steel-masonry combination truss chord is distributed to steel lattice type component and existing masonry structure wall according to stiffness ratio, the axial tension and compression design value of steel-masonry combination truss web member is all distributed to steel web member component. Compared with prior art, the utility model has the physical performance of steel and masonry two different materials can be fully played, the in-plane and out-of-plane stability of steel structure is provided with effective support, the discrete type of masonry structure is provided with effective constraint condition, and the carrying capacity of wall body is enhanced.

Description

Technical Field

[0001] This utility model relates to existing masonry structure reinforcement technology, and in particular to an earthquake-resistant reinforcement structure for existing masonry wall structures. Background Technology

[0002] Masonry structures are widely used in multi-story residential buildings due to their wide availability of materials, ease of construction, low cost, good durability and stability, excellent fire resistance, good thermal insulation, and strong adaptability. The total area of ​​masonry structure buildings is enormous. However, existing multi-story masonry structures are facing increasing safety issues due to factors such as aging service life, low design and construction standards, insufficient seismic structural measures, material weathering, foundation settlement, and human damage. These issues include wall cracking and building tilting, making structural reinforcement an urgent priority, especially in earthquake-prone and high-intensity seismic zones.

[0003] Traditional techniques for reinforcing existing multi-story masonry residential structures mainly include strengthening vertical lateral force-resisting members (load-bearing masonry walls), seismic structural reinforcement, and seismic isolation reinforcement. These methods significantly improve the load-bearing capacity of existing multi-story masonry structures and enhance their seismic performance to some extent, but they do not fundamentally solve the seismic performance design problem of masonry structure reinforcement. Compared to concrete or steel structures, masonry structures lack a structural system (such as frame structures, shear wall structures, frame-shear wall structures, etc.), making their seismic mechanisms or failure processes unclear. This leads to traditional reinforcement techniques or methods focusing on strengthening the vertical or horizontal load-bearing members of each wall, or reducing the seismic forces transmitted to the upper masonry structure. The overall seismic load-bearing capacity or seismic performance level of the masonry structure may not necessarily be improved. For example, the failure of critical vertical and lateral members to collapse under seismic loads and the rationality of the failure sequence of components cannot be guaranteed.

[0004] A search revealed that application publication number CN110670895A discloses a method for enhancing the toughness of masonry structures using a combination of vertical steel plates and angle steel, specifically: equilateral angle steel is installed on the inner and outer corners of the original masonry wall, and the vertical steel plates are installed on the outer surface of the original masonry wall, correspondingly connected to the equilateral angle steel on the inner side of the original masonry wall; multiple connecting plates are installed between the two vertical steel plates on the outer surface of the original masonry wall; the outer vertical steel plates of the original masonry wall are connected to the inner angle steel of the original masonry wall by anchor bolts and secured with nuts, and adhesive is applied between the vertical steel plates and angle steel and the original masonry wall; the anchor bolts are anchored to the original masonry wall through holes drilled in the original masonry wall, and the outer ends of the anchor bolts are secured with nuts. However, this prior art mainly adds structural columns to the local masonry structure and cannot improve the overall load-bearing capacity of the masonry structure itself.

[0005] In summary, the technical problem that needs to be solved is how to design a seismic reinforcement structure that can improve the overall load-bearing capacity of masonry structures. Utility Model Content

[0006] The purpose of this utility model is to overcome the shortcomings of the existing technology in that it is difficult to improve the overall load-bearing capacity of masonry structures, and to provide an earthquake-resistant reinforcement structure for existing masonry wall structures.

[0007] The objective of this utility model can be achieved through the following technical solutions.

[0008] According to one aspect of the present invention, a seismic reinforcement structure for existing masonry wall structures is provided, wherein existing concrete ring beams are provided between different layers of the existing masonry wall structures, and the seismic reinforcement structure includes steel lattice members and steel web members. The steel lattice members are connected to both ends of the existing masonry structure wall by tie bolts to form steel-masonry composite truss chords; the steel web members are connected to the middle of the existing masonry structure wall by tie bolts to form steel-masonry composite truss webs.

[0009] As a preferred technical solution, the steel lattice structure component includes angle steel and tie plates. The edges of the angle steel are bound to both ends of the existing masonry structure wall by the tie plates and tie bolts, forming edge constraints on the existing masonry structure wall.

[0010] As a preferred technical solution, the angle steel is parallel to the height direction of the existing masonry structure wall, the connecting plate connects two angle steels and is perpendicular to the angle steel, and there are multiple connecting plates; the angle steel and connecting plates are glued to the existing masonry structure wall.

[0011] As a preferred technical solution, the angle steel forms a cubic region with a rectangular cross-section, one side of which is equal to the thickness of the existing masonry wall structure; the exposed surface of the cubic region coincides with the surface of the existing masonry wall structure, and the gusset plates are arranged on the exposed surface of the cubic region.

[0012] As a preferred technical solution, the existing masonry structure wall is provided with a vertical groove and a connecting hole, the angle steel is embedded in the vertical groove, and the tie bolt passes through the connecting hole and the angle steel.

[0013] As a preferred technical solution, the steel web member includes a steel plate, which is installed in the middle of the existing masonry structure wall by means of tie bolts, connecting the steel lattice members at both ends of the existing masonry structure wall; the steel plate and the existing masonry structure wall are glued together.

[0014] As a preferred technical solution, the steel plates are cross-shaped, and one or more cross-shaped steel plates are provided in the middle of the existing masonry structure wall.

[0015] As a preferred technical solution, adjacent cross-shaped steel plates on existing masonry structural walls located on adjacent floors are separated by existing concrete ring beams; adjacent cross-shaped steel plates on existing masonry structural walls located on the same floor are separated by steel plates parallel to the existing concrete ring beams.

[0016] As a preferred technical solution, the existing masonry structure wall is arranged bidirectionally in two directions, the difference in lateral stiffness of the wall is no more than 20% of the maximum value, the wall is continuous in the height direction, and the length of the existing masonry structure wall is 5 to 8 times the wall thickness.

[0017] Compared with the prior art, the present invention has the following beneficial effects.

[0018] 1) The steel lattice members of this utility model are connected to both ends of the existing masonry structure wall to form a steel-masonry composite truss chord; the steel web members are connected to the middle of the existing masonry structure wall to form a steel-masonry composite truss web. This fully utilizes the physical properties of both steel and masonry, two different materials. After combination, the masonry provides effective support for the in-plane and out-of-plane stability of the steel structure, while the steel structure provides effective constraints for the discrete nature of the masonry structure, greatly enhancing the overall load-bearing capacity of the existing masonry structure wall. This utility model's seismic strengthening structure is similar to a concrete shear wall structure system, thus giving the strengthened masonry structure a clear seismic resistance mechanism, namely, the failure process under earthquake action. Seismic design is controllable, seismic performance design is simpler and more scientific, and safety is more easily guaranteed. The steel structure strengthening method is mainly dry construction, highly industrialized, easy to construct, and has a short cycle, greatly saving overall costs.

[0019] 2) The edge restraint member at the end of this utility model is composed of steel and existing masonry, which is beneficial to improve the ultimate compressive strain of the existing masonry structure wall at the end, greatly improves the ductility of the existing wall, and enhances the seismic performance of the existing masonry structure wall.

[0020] 3) The glue injection and tie bolts used in this utility model help ensure that the steel plate and the existing masonry structure wall work together to form a steel-masonry composite component.

[0021] 4) This utility model utilizes existing masonry wall structures arranged bidirectionally in two directions, significantly improving bending resistance, i.e., enhancing the wall's horizontal bearing capacity. The small difference in lateral stiffness enhances the overall torsional resistance of the wall structure. The continuous wall structure in the vertical direction ensures that horizontal deformation between floors does not change abruptly. The existing masonry wall structure has a length of 5-8 times its thickness, approximating the requirements of a concrete shear wall structure.

[0022] 5) The steel-masonry composite truss of this utility model, composed of steel and existing masonry, greatly improves the bending, shear and tensile-compression bearing capacity of the existing structure, especially the bending resistance and stress performance. As a result, the failure mechanism has been fundamentally changed, thus transforming the existing masonry structure from an unstructured system into a shear wall (shear wall) structural system. Furthermore, this utility model makes it possible to perform seismic performance design on the reinforced existing masonry structure.

[0023] 6) Most of the steel materials newly added in this utility model can be prefabricated and processed in the processing plant. There is only a small amount of welding on site. The prefabrication or industrialization is highly advanced, which greatly reduces carbon emissions. At the same time, the quality is more controllable and the construction cycle is greatly shortened. Attached Figure Description

[0024] Figure 1 This is the front view of Embodiment 1 of this utility model.

[0025] Figure 2 This is a cross-sectional view of Embodiment 1 of the present utility model.

[0026] Figure 3 This is the front view of Embodiment 2 of this utility model.

[0027] Figure 4 This is a cross-sectional view of Embodiment 2 of the present invention.

[0028] Figure 5 This is the front view of Embodiment 3 of this utility model.

[0029] Figure 6 This is a cross-sectional view of Embodiment 3 of the present invention.

[0030] The numbers in the diagram are as follows: 1. Angle steel, 2. Steel plate, 3. Lacing plate, 4. Tie bolt, 5. Existing masonry wall structure, 6. Existing concrete ring beam. Detailed Implementation

[0031] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some, not all, of the embodiments of the present utility model. Based on the embodiments of the present utility model, all other embodiments obtained by those skilled in the art without creative effort should fall within the protection scope of the present utility model.

[0032] This utility model provides a seismic reinforcement structure for existing masonry walls, which changes the traditional reinforcement design and construction paradigm. It gives the reinforced existing masonry structure a clear structural system, namely a shear wall structure, with a clear force transmission path, controllable design, high degree of industrialization, and seismic resistance mechanism that is more in line with the basic principles of seismic design.

[0033] Example 1 like Figure 1 and Figure 2 As shown, this embodiment provides a seismic reinforcement structure for existing masonry walls, including steel lattice members and steel web members. Existing concrete ring beams connect different layers of the existing masonry walls, and the bottom of the existing masonry walls is connected to the bottom of the building. In this embodiment, the existing masonry walls are in a straight line shape, and H represents the story height. A lattice structure is a truss structure composed of steel sections, steel pipes, or composite section members connected by gussets. Web members are an important component in a truss structure located between the upper and lower chords.

[0034] The steel lattice members are connected to both ends of the existing masonry wall structure via tie bolts, forming a steel-masonry composite truss chord, providing edge constraints to the existing lightweight masonry structure. The steel lattice members include angle steel and connecting plates. Vertical slots and connecting holes parallel to the wall height are formed in the existing masonry wall structure. The angle steel is embedded in the vertical slots, and the tie bolts pass through the connecting holes and the angle steel. Multiple connecting plates are arranged in a parallel array between two angle steels, with the connecting plates parallel to the angle steels. The angle steels enclose a cubic region with a rectangular cross-section. Four angle steels are located at the four corners of the rectangle. Three side surfaces of the cube coincide with the surface of the existing masonry wall structure, while the other side surface lies inside the existing masonry wall structure. The connecting plate is installed on the surface of the cube that coincides with the surface of the existing masonry wall structure (i.e., the exposed surface). In this embodiment, the angle steels enclose two cubic regions with a rectangular cross-section, located at both ends of the existing masonry wall structure. Adhesive is injected between the angle steels and the connecting plates and the existing masonry wall structure.

[0035] The steel web members consist of steel plates, which are installed in the middle of the existing masonry wall structure by tie bolts, connecting the steel lattice members at both ends of the existing masonry wall structure. The steel plates are intersecting and multiple in number. Adjacent intersecting steel plates on adjacent floors of the existing masonry wall structure are separated by existing concrete ring beams; adjacent intersecting steel plates on the same floor of the existing masonry wall structure are separated by steel plates parallel to the existing concrete ring beams.

[0036] Based on key factors such as the site location, plan, and elevation layout of the existing masonry structure, the existing masonry walls requiring reinforcement are preliminarily determined. The reinforced masonry walls should ideally be arranged bidirectionally along two principal axes or other directions to significantly improve bending resistance, i.e., enhance the wall's horizontal bearing capacity. The difference in lateral stiffness between walls should not be too large, with the stiffness difference not exceeding 20% ​​of the maximum value. The walls should be continuous vertically to ensure no abrupt changes in horizontal deformation between floors. The reinforced walls should not be too long, generally 5-8 times the wall thickness, approximating the requirements of a concrete shear wall structure, making the seismic-resistant reinforced structure resemble a concrete shear wall structure system with a clear seismic resistance mechanism. Secondly, calculations are performed according to the reinforcement scheme, considering that the deformation of the masonry structure should not be too large, and the seismic control indicators of the structure refer to the relevant requirements for concrete shear walls. Finally, based on the calculation results, the structural reinforcement design drawings are determined.

[0037] The installation method in this embodiment is as follows: First, the decorative layer of the existing masonry wall structure is removed, and vertical grooves are made at the positions where angle steel needs to be embedded at both ends (to facilitate the installation of angle steel) up to the bottom of the building foundation, and then firmly connected to the building foundation; Second, the positions where tie bolts need to be installed are located according to the design drawings, and holes are drilled using a water-jet drill; Third, steel components such as angle steel, steel plates, and connecting plates are processed in the factory according to the design drawings; Finally, the steel components are installed and welded on site according to the design drawings, and the adhesive is injected between the steel components and the existing masonry wall, thereby completing the reinforcement of the existing masonry wall structure.

[0038] When subjected to frequent earthquakes, the end-constrained edge members (steel lattice members) and the connecting parts (steel web members) are under compression (or tension) and transmit the force, jointly forming a steel-masonry composite shear wall structure system, which greatly enhances the lateral stiffness of the existing masonry structure. When the wall is subjected to the design earthquake and rare earthquakes, the connecting beams between the walls (concrete beams connecting the reinforced walls) first enter the elastoplastic or plastic stage to dissipate energy. When the earthquake force further increases, the connecting parts (steel web members) enter the elastoplastic or plastic stage to dissipate energy, thereby reducing or avoiding the collapse of the composite wall and greatly improving the seismic performance of the reinforced masonry structure wall.

[0039] Example 2 like Figure 3 and Figure 4 As shown, this embodiment provides a seismic reinforcement structure for existing masonry walls, including steel lattice members and steel web members. The existing masonry walls have existing concrete ring beams between different layers. Unlike Embodiment 1, the existing masonry walls in this embodiment are T-shaped, including a first wall and a second wall that are perpendicular to each other, where H is the story height.

[0040] In this embodiment, the angle steel forms three cubic regions with a rectangular cross-section. One of them is located at the end of the first wall away from the second wall, and the other two are located on both sides of the intersection of the second wall and the first wall.

[0041] Example 3 like Figure 5 and Figure 6 As shown, this embodiment provides a seismic reinforcement structure for existing masonry walls, including steel lattice members and steel web members. Existing concrete ring beams connect different layers of the existing masonry walls. Unlike Embodiment 1, the existing masonry walls in this embodiment are L-shaped, including a third wall and a fourth wall that are perpendicular to each other, where H is the story height.

[0042] In this embodiment, the angle steel forms two cubic regions with a rectangular cross-section. One of them is located at the end of the third wall away from the fourth wall, and the other is located on one side of the intersection of the fourth wall and the third wall.

[0043] Example 4 This embodiment provides a seismic reinforcement method for existing masonry structure walls. Based on the target axial pressure design value N and bending moment design value M that the existing masonry structure wall needs to withstand, the axial tension and compression design values ​​of the steel-masonry composite truss chords and the steel-masonry composite truss web members are calculated. The axial tension and compression design values ​​of the steel-masonry composite truss chords are distributed to the steel lattice members and the existing masonry structure wall according to the stiffness ratio. The axial tension and compression design values ​​of the steel-masonry composite truss web members are all distributed to the steel web members.

[0044] This invention can improve the horizontal bearing capacity and lateral stiffness of existing masonry structure walls, enhance the seismic performance of existing masonry structure walls, and basically not change the usable building area after reinforcement. The reinforcement construction has a high degree of industrialization, less wet work, and a short construction period.

[0045] The above description is merely a specific embodiment of this utility model, but the protection scope of this utility model is not limited thereto. Any person skilled in the art can easily conceive of various equivalent modifications or substitutions within the technical scope disclosed in this utility model, and these modifications or substitutions should all be covered within the protection scope of this utility model. Therefore, the protection scope of this utility model should be determined by the scope of the claims.

Claims

1. A seismic reinforcement structure for existing masonry walls, wherein existing concrete ring beams exist between different layers of the existing masonry walls, characterized in that, The seismic strengthening structure includes steel lattice members and steel web members; The steel lattice members are connected to both ends of the existing masonry structure wall by tie bolts to form steel-masonry composite truss chords; the steel web members are connected to the middle of the existing masonry structure wall by tie bolts to form steel-masonry composite truss webs.

2. The seismic reinforcement structure for existing masonry walls according to claim 1, characterized in that, The steel lattice structure includes angle steel and tie plates. The edges of the angle steel are bound to both ends of the existing masonry structure wall by the tie plates and tie bolts, forming edge constraints on the existing masonry structure wall.

3. The seismic reinforcement structure for existing masonry walls according to claim 2, characterized in that, The angle steel is parallel to the height direction of the existing masonry structure wall, the connecting plate connects two angle steels and is perpendicular to the angle steel, and there are multiple connecting plates; the angle steel and connecting plates are glued to the existing masonry structure wall.

4. The seismic reinforcement structure for existing masonry walls according to claim 3, characterized in that, The angle steel forms a cubic region with a rectangular cross-section, one side of which is equal to the thickness of the existing masonry wall structure. The exposed surface of the cubic region coincides with the surface of the existing masonry wall structure, and the gusset plates are arranged on the exposed surface of the cubic region.

5. A seismic reinforcement structure for existing masonry walls according to claim 2, characterized in that, The existing masonry structure wall has vertical grooves and connecting holes. The angle steel is embedded in the vertical grooves, and the tie bolts pass through the connecting holes and the angle steel.

6. The seismic reinforcement structure for existing masonry walls according to claim 1, characterized in that, The steel web member includes a steel plate, which is installed in the middle of the existing masonry structure wall by means of tie bolts, and connects the steel lattice members at both ends of the existing masonry structure wall; the steel plate and the existing masonry structure wall are glued together.

7. A seismic reinforcement structure for existing masonry walls according to claim 6, characterized in that, The steel plates are cross-shaped, and one or more cross-shaped steel plates are provided in the middle of the existing masonry structure wall.

8. A seismic reinforcement structure for existing masonry walls according to claim 7, characterized in that, Adjacent intersecting steel plates on existing masonry structural walls located on adjacent floors are separated by existing concrete ring beams; adjacent intersecting steel plates on existing masonry structural walls located on the same floor are separated by steel plates parallel to the existing concrete ring beams.

9. A seismic reinforcement structure for existing masonry walls according to claim 1, characterized in that, The existing masonry structure wall is arranged bidirectionally in two directions, with the difference in lateral stiffness of the wall not exceeding 20% ​​of the maximum value. The wall is continuous in the height direction, and the length of the existing masonry structure wall is 5 to 8 times the wall thickness.

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