Full-fabricated combined reinforced masonry wall and reinforcing method

Abstract

The invention relates to the technical field of anti-seismic reinforcement of existing buildings in civil engineering, and discloses a full-assembly type combined reinforced masonry wall and a reinforcing method.The masonry wall comprises a wall body, two steel beams, steel columns and inhaul cables, the wall body is a block masonry wall body, the two steel beams are attached to the top positions of two wall surfaces correspondingly, and the steel columns are arranged on the steel beams; the two steel beams are fixedly connected with the wall body, the steel columns are attached to the side faces of the wall body and fixedly connected with the side faces of the wall body, the tops of the steel columns are fixedly connected with the ends of the steel beams, the inhaul cables are arranged along the diagonal lines of the wall face, and the two ends of the inhaul cables are fixedly connected with the bottoms of the steel columns and the included angle positions of the steel columns and the steel beams correspondingly. And the deformation resistance and the overall stress capacity of the masonry wall are improved, so that the phenomena of cracks, block displacement and collapse can be reduced under the load action of earthquakes and the like.

Description

Technical Field

[0001] This application relates to the field of seismic reinforcement technology for existing buildings in civil engineering, and for example to a fully prefabricated composite reinforcement masonry wall and reinforcement method. Background Technology

[0002] Masonry walls are common vertical load-bearing and enclosure components in buildings. They are constructed from blocks and mortar. In an unreinforced state, they have limited in-plane stiffness and poor ductility. When subjected to seismic loads, they are prone to crack development, block slippage, or even overall collapse. Furthermore, their overall load-bearing capacity is insufficient, making it difficult to meet the higher requirements of modern buildings for structural safety and durability.

[0003] There are various existing masonry wall reinforcement technologies. For example, the reinforced concrete mortar surface layer reinforcement method can improve the shear strength of the masonry wall, but the self-weight of the structure increases significantly after reinforcement, which greatly changes the appearance of the original building, has a long construction period, and high labor costs. The reinforcement method of adding structural columns and ring beams can enhance the integrity of the masonry wall, but it has problems such as complex construction procedures, large disturbance to the original structure, and limited improvement in the coordination of spatial stress. In addition, the construction period is long and the labor costs are high. The carbon fiber cloth reinforcement method has the advantages of light weight and convenient construction, but it is prone to peeling failure under high stress conditions and has a limited effect on improving the deformation capacity of the masonry wall.

[0004] It should be noted that the information disclosed in the background section above is only used to enhance the understanding of the background of this application, and therefore may include information that does not constitute prior art known to those skilled in the art. Summary of the Invention

[0005] To provide a basic understanding of some aspects of the disclosed embodiments, a brief summary is given below. This summary is not intended as a general commentary, nor is it intended to identify key / important components or describe the scope of protection of these embodiments, but rather as a prelude to the detailed description that follows.

[0006] This disclosure provides a fully prefabricated composite reinforcement method for masonry walls, which can solve the problems that masonry walls are prone to cracking, block slippage and overall collapse when subjected to loads such as earthquakes due to their limited internal stiffness and poor ductility. Furthermore, the structural safety and durability cannot meet the requirements due to insufficient load-bearing performance.

[0007] In some embodiments, a fully prefabricated, modularly reinforced masonry wall includes a wall body, steel beams, steel columns, and cables. Two steel beams are provided. The wall body is a block-built wall. A horizontally arranged steel beam is provided at the top of each of the two wall surfaces of the wall body, and the two steel beams are fixedly connected to the wall. The steel column is vertically attached to the side of the wall body and is fixedly connected to the side of the wall body. The top of the steel column is fixedly connected to the end of the steel beam. The cables are arranged along the diagonal of the wall surface, and the two ends of the cables are fixedly connected to the bottom of the steel column and the angle between the steel column and the steel beam, respectively.

[0008] In some embodiments, a method for reinforcing a masonry wall includes: calculating the residual lateral stiffness of the masonry wall body using a finite element model or a theoretical formula correction method; calculating the total lateral stiffness based on a pre-set bearing capacity of the masonry wall using a formula relating stiffness and bearing capacity; obtaining the supplementary stiffness of the masonry wall based on the residual lateral stiffness and the total lateral stiffness; calculating first design parameters for the steel beams and columns based on their material property parameters, the first design parameters including the provided stiffness and cross-sectional dimensions; determining second design parameters for the cables based on the supplementary stiffness, the material property parameters of the cables, and the first design parameters of the steel beams and columns, the second design parameters including the provided stiffness, cross-sectional dimensions, and the axial tensile force borne; and connecting the steel columns and beams matching the first design parameters and the cables matching the second design parameters to form a masonry wall.

[0009] The fully prefabricated modular reinforced masonry wall and reinforcement method provided in this disclosure can achieve the following technical effects: The lateral resistance frame formed by steel beams and columns, combined with the active load-bearing function of the cables, transforms the original masonry wall from a single vertical load-bearing component into a triple-load-bearing system. The steel beams and columns bear the main loads and restrict the overall displacement of the wall, while the cables, through pre-tension, offset part of the horizontal loads and inhibit crack propagation. The synergistic effect of these three elements significantly improves the overall load-bearing capacity, seismic ductility, and collapse resistance of the masonry wall.

[0010] The reinforcement method is based on supplementary stiffness. The stiffness provided by steel beams, steel columns and cables is calculated separately, as well as the cross-sectional dimensions of steel beams, steel columns and cables. This allows for the selection of steel beams, steel columns and cables that can match the supplementary stiffness required by the wall body. This can improve the deformation resistance and overall load-bearing capacity of the masonry wall, so that the connected masonry wall can reduce the occurrence of cracks, block displacement and collapse under loads such as earthquakes.

[0011] The above general description and the description below are exemplary and illustrative only and are not intended to limit this application. Attached Figure Description

[0012] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0013] Figure 1 This is a schematic diagram of the masonry wall portion of the wall body according to an embodiment of this disclosure.

[0014] Figure 2 This is a schematic diagram of the masonry wall structure after the connecting steel column in an embodiment of this disclosure.

[0015] Figure 3 This is a schematic diagram of the masonry wall structure following the connecting steel beam in an embodiment of this disclosure.

[0016] Figure 4 This is a schematic diagram of the masonry wall structure after connecting the triangular plate and stiffening ribs according to an embodiment of this disclosure.

[0017] Figure 5 This is a schematic diagram of the overall structure of the masonry wall after the connecting cables are connected according to an embodiment of this disclosure.

[0018] Figure 6 This is a front view of the overall structure of the masonry wall according to an embodiment of this disclosure.

[0019] Figure 7 This is a top view of the overall structure of the masonry wall according to an embodiment of this disclosure.

[0020] Figure 8 This is a flowchart of a method for reinforcing masonry walls according to an embodiment of this disclosure.

[0021] Figure 9 This is a load-displacement curve diagram of an embodiment of this disclosure.

[0022] Figure label: 1. Wall body; 2. Steel column; 3. Steel beam; 4. Triangular plate; 5. Stiffening rib; 6. Bolt; 7. Cable; 8. Turnbuckle. Detailed Implementation

[0023] To enable those skilled in the art to better understand the present invention, the technical solutions of the present disclosure will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are merely some, not all, of the embodiments of the present disclosure. All other embodiments obtained by those skilled in the art based on the embodiments of the present disclosure without creative effort should fall within the scope of protection of the present disclosure.

[0024] It should be noted that the terms "first," "second," etc., in the specification, claims, and accompanying drawings of this disclosure are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this disclosure described herein can be implemented in orders other than those illustrated or described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0025] Combination Figures 1 to 7 This disclosure provides a fully prefabricated, modularly reinforced masonry wall. The masonry wall includes a wall body, steel beams 3, steel columns 2, and cables 7. There are two steel beams 3. The wall body 1 is a block-built wall. A horizontally arranged steel beam 3 is provided at the top of each of the two wall surfaces of the wall body 1, and the two steel beams 3 are fixedly connected to the wall. The steel column 2 is vertically attached to the side of the wall body 1, and the steel column 2 is fixedly connected to the side of the wall body 1. The top of the steel column 2 is fixedly connected to the end of the steel beam 3. The cables 7 are arranged along the diagonal of the wall surface, and the two ends of the cables 7 are fixedly connected to the bottom of the steel column 2 and the angle between the steel column 2 and the steel beam 3, respectively.

[0026] Steel columns 2 are installed on both sides of the masonry wall. Optionally, the steel columns 2 can be reliably connected to the wall body 1 using anchor bolts or pre-embedded steel plates. Optionally, the bottom of the steel columns 2 is fixed by foundation pre-embedded bolts. Optionally, the height of the steel columns 2 is the same as the height of the masonry wall.

[0027] Optionally, the steel beams 3 can be tightly connected to the wall body 1 by bolts or by pre-arching. The steel beams 3 are symmetrically arranged on both sides of the wall body 1 to achieve coordinated reinforcement of the horizontal and vertical forces on the wall body 1.

[0028] Steel columns 2 and steel beams 3 are reliably connected to the wall body 1, forming vertical and horizontal lateral support frames. Cables 7 are arranged diagonally or laterally along the wall; after pre-tensioning, the wall is subjected to a combined passive compression and passive tension stress. These three elements constitute a synergistic load-bearing system, completely overcoming the shortcomings of traditional masonry walls, which suffer from single vertical load-bearing capacity and poor deformation ability. Horizontal loads are transferred from the wall body 1 to the steel beams 3 and steel columns 2, and the pre-tensioning force of the cables 7 partially offsets the horizontal force, preventing localized stress concentration in the wall body 1. Vertical loads are shared by the wall body 1, steel beams 3, and steel columns 2, significantly enhancing the overall integrity of the wall body 1. Therefore, the combined reinforcement scheme of steel beams 3, steel columns 2, and cables 7 gives the masonry wall excellent overall load-bearing performance.

[0029] Optionally, the masonry wall also includes turnbuckles 8, with each cable 7 divided into at least two segments connected by turnbuckles 8. Two cables 7 are staggered on the ear plate along the diagonal direction of the masonry wall, and the design preload is applied by the turnbuckles 8. The tensioning sequence of the cables 7 is symmetrical and synchronous, and the tension value of the cables 7 and the deformation of the masonry wall are monitored in real time during the tensioning process to ensure that the deformation meets the limit.

[0030] Steel columns 2 and steel beams 3 possess excellent ductility and plastic deformation capacity, allowing them to absorb energy through deformation under seismic loads, preventing brittle failure of the wall body 1. Cables 7 effectively enhance the lateral stiffness of the steel frame, limiting crack propagation in the masonry wall and improving its ductility and deformation resistance. Calculations yielded the load-displacement curves of the existing unreinforced masonry wall and the masonry wall structure reinforced with steel beams 3, steel columns 2, and cables 7 as described in this application. The preload of cables 7 can be adjusted using tensioning equipment, allowing for customized setting of the tension value based on the original wall's damage level and load rating, effectively controlling lateral deformation and ensuring that the deformation of the reinforced wall meets the specified limits. For masonry walls with existing cracks, adjusting the preload of cables 7 can reduce crack width, minimizing the impact of rainwater infiltration and air erosion on the normal function of the masonry wall and increasing its structural durability. Therefore, the steel columns 2, steel beams 3, and cables 7 of this application work synergistically with the wall body 1, significantly improving seismic ductility and collapse resistance.

[0031] Compared to existing masonry wall reinforcement methods, the masonry wall in this application achieves an overall improvement in load-bearing performance through the passive synergistic force-bearing effect of the steel beams 3 and steel columns 2 and the cross cables 7: the steel beams 3 and steel columns 2 provide vertical support and horizontal restraint for the masonry wall, and the cables 7 effectively control the deformation of the wall and distribute the horizontal load through pre-tension, so that the masonry wall, steel beams 3, steel columns 2 and cables 7 form an overall synergistic load-bearing system with more reasonable force distribution and superior performance. It can significantly improve the overall load-bearing performance, seismic ductility and collapse resistance of the masonry wall, so as to reduce the occurrence of cracks, block displacement and collapse under the action of earthquake and other loads.

[0032] Optionally, the steel beams 3, steel columns 2, cables 7, and masonry walls can be made of the same material (e.g., a combination of steel and masonry), or they can be made of different materials (e.g., steel beams 3 and steel columns 2 are made of steel, cables 7 are made of steel strands, and masonry walls are made of brick masonry). There are no restrictions on this.

[0033] Optionally, the connection methods between the steel beam 3 and the steel column 2, the steel beam 3 and the steel column 2 and the masonry wall, and the cable 7 and the steel beam 3, the steel column 2 and the wall body 1 are varied, such as welding, bolt connection (such as high-strength bolts), cable 7 connection, and embedded part connection, etc. This application embodiment does not limit the connection methods.

[0034] Optionally, the steel beam 3 and the steel column 2 are respectively I-beams, H-beams, square steel pipes, or round steel pipes; the cable 7 is a high-strength, low-relaxation steel strand. The H-beam can be hot-rolled H-beams or welded H-beams.

[0035] Steel column 2 uses I-beams, steel beam 3 uses H-beams, and cable 7 uses high-strength, low-relaxation steel strand. No additional foundation bearing capacity is required, making it particularly suitable for older buildings and those with insufficient foundation bearing capacity, avoiding problems such as foundation overload and uneven settlement caused by reinforcement. Steel beam 3 and steel column 2 can be installed concealed, minimizing obstruction of the masonry wall surface and impacting the original building's interior and exterior spatial layout. Construction does not require extensive demolition of the original wall or concrete pouring; the core processes are the installation of steel beam 3 and steel column 2 and the tensioning of cable 7, requiring only drilling holes in the wall to fix anchor bolts, minimizing disturbance to the original masonry wall. All components can be prefabricated in the factory; on-site installation only requires bolt connections and cable 7 tensioning, resulting in low construction noise and dust. Construction can be carried out in sections or areas without affecting the normal work of people inside the building. Therefore, the reinforcement method of this application minimizes interference with the building function of the wall body 1 and the masonry wall.

[0036] Optionally, the number of cables 7 can be single or multiple. In the case of more than two cables, two cables are arranged along the diagonal of the wall, and the remaining cables 7 are set in the weak areas of the wall body 1. The two ends of the cables 7 can be connected to the ear plates set at the ends of the steel beams 3 and the steel columns 2, respectively.

[0037] Optionally, the top of the steel column 2 and the end of the steel beam 3 are fixedly connected by a triangular plate 4, stiffening ribs 5, and bolts 6. The connection node between the steel beam 3 and the steel column 2 is locally strengthened by the triangular plate 4, stiffening ribs 5, and bolts 6, forming a reliable connection, improving the overall stiffness and load-bearing capacity of the node, and ensuring the overall stress stability of the frame composed of the steel beam 3 and the steel column 2. The triangular plate 4 connects the steel column 2 and the steel beam 3. The triangular plate 4 and the stiffening ribs 5 are made of Q235 or Q345 steel and are connected to the steel beam 3 or steel column 2 by welding. Multiple triangular plates can be installed, and the triangular plates 4 can be connected to each other by high-strength bolts 6.

[0038] The steel beam 3, steel column 2 and cable 7 are combined to form a masonry wall. The anchoring components in the masonry wall are steel plate anchors or extrusion anchors, and the bearing capacity is not less than 95% of the ultimate tensile strength of cable 7.

[0039] The assembly process of the fully prefabricated combined reinforced masonry wall of this application may include: first, determining the connection nodes and corresponding connection positions of each component, including the masonry wall, steel beam 3, steel column 2, and cable 7; then, sequentially connecting the connection ends of the steel beam 3 and steel column 2, and the anchoring end of the cable 7, to the corresponding connection positions on the connection nodes of the masonry wall and each component. For example, according to the specific connection method, the connection positions and connection structures with the corresponding components, such as chemical anchor bolt holes, pre-embedded steel plate welding points, and cable 7 anchoring grooves, can be marked on the masonry wall, steel beam 3, and steel column 2. The cable 7 is anchored and prestressed using ear plates and turnbuckles 8.

[0040] This application features a high degree of component prefabrication. Steel beams 3 and steel columns 2 can be factory-cut, welded, and treated with anti-corrosion coatings according to site dimensions. Cables 7 are customized to length, eliminating the need for complex on-site processing and significantly improving installation efficiency compared to traditional reinforcement methods. The construction process is simple, requiring only 5-6 core steps (measurement and layout → anchor bolt installation → fixing of steel beams 3 and steel columns 2 → installation of cables 7 → pre-tensioning → anti-corrosion treatment), significantly shortening the overall construction cycle compared to existing reinforcement methods. It is applicable to all types of masonry walls and can be used for reinforcement. It can be combined with other reinforcement technologies. The arrangement density of steel beams 3 and steel columns 2, and the tension of cables 7 can be flexibly adjusted to adapt to different load levels and usage requirements, facilitating the implementation of performance-based reinforcement solutions.

[0041] This disclosure also provides a method for reinforcing masonry walls, the method comprising the following steps.

[0042] like Figure 8 As shown, in step 101, the residual lateral stiffness of the masonry wall body 1 is calculated using a finite element model or a theoretical formula correction method. A finite element model can be constructed. Based on the "Code for Design of Masonry Structures" and the "General Code for Appraisal and Reinforcement of Existing Buildings," combined with the on-site inspection data of the masonry wall to be reinforced, the on-site inspection data may include: block compressive strength, mortar compressive strength, wall crack distribution characteristics, and degree of structural damage and degradation. The residual lateral stiffness of the existing masonry wall is accurately calculated using a theoretical formula correction method or a finite element simulation loading method. K W This provides core performance basis for the specification selection and parameter design of steel beams, steel columns and cables 7 in the subsequent fully prefabricated reinforcement system.

[0043] In step 102, based on the preset bearing capacity of the masonry wall, the total lateral stiffness of the masonry wall is calculated using the correlation formula between stiffness and bearing capacity. The bearing capacity required by the structural performance can be selected according to the performance-based reinforcement requirements. Based on the performance indicators selected for the projects shown in Tables 1 and 2, combined with the bearing capacity requirements under the corresponding seismic conditions, the total lateral stiffness that meets the performance requirements can be calculated using the correlation formula between stiffness and bearing capacity. KT .

[0044] Table 1 Structural performance level and its quantification

[0045] Table 2 Examples of bearing capacity reference indicators for masonry wall reinforcement to meet seismic performance requirements

[0046] In step 103, the supplementary stiffness of the masonry wall is obtained based on the remaining lateral stiffness and the total lateral stiffness. Supplementary Stiffness K C = K T - K W Through the total lateral stiffness K T Remaining lateral stiffness of existing masonry walls K W The difference is used to calculate the additional stiffness required by the fully prefabricated steel frame and cable-stayed composite system. K C The supplementary stiffness serves as the stiffness design benchmark for subsequent reinforcement components (cables, steel beams, steel columns).

[0047] In step 104, the first design parameters of the steel beam and steel column are calculated based on the material property parameters of the steel beam and steel column, respectively. The first design parameters include the provided stiffness and cross-sectional dimensions.

[0048] In step 105, based on the supplementary stiffness, the material property parameters of the cable, and the first design parameters of the steel beam and steel column, the second design parameters of the cable are determined. The second design parameters include the provided stiffness, cross-sectional dimensions, and axial tensile force.

[0049] In step 106, a masonry wall is obtained by connecting steel columns and beams that match the first design parameters and cables that match the second design parameters.

[0050] By considering the performance requirements of the masonry wall and the actual supplementary stiffness of the wall body 1, the first design parameters of the steel beams and steel columns and the second design parameters of the cables are obtained. This facilitates the selection of specifications for the steel beams, steel columns and cables for the wall body 1, ensuring the improvement of the overall load-bearing capacity of the masonry wall and meeting the requirements of structural safety and durability.

[0051] Optionally, based on the material property parameters of the steel beam, the first design parameters of the steel beam are calculated, including: Based on the material properties of the steel beam, the stiffness provided by the steel beam is calculated using equation (1). (1) In equation (1), KRB The stiffness provided to the steel beam; E RB The elastic modulus of the steel beam; I RB Let be the moment of inertia of the steel beam section; L RB The span of the steel beam; Based on the material properties of the steel beam, the cross-sectional parameters of the steel beam are calculated using formula (2). (2); In equation (2), M x , M y For the same cross section x shaft and y Design value of bending moment of the shaft; W nx , W ny for x shaft and y Net section modulus of the shaft; γ x , γ y The coefficient for plastic development of the cross section; f This represents the design value for the bending strength of the steel. The net section modulus is used as a section parameter to select the appropriate steel beam material.

[0052] Optionally, based on the material property parameters of the steel column, the first design parameters of the steel column are calculated, including: Based on the material property parameters of the steel column, the stiffness provided by the steel beam is calculated using equation (3). (3); In equation (3), K RB The stiffness provided for the steel column; E RC The elastic modulus of the steel column; I RC Let be the moment of inertia of the steel column section; L RC The height of the steel column; Based on the material properties of the steel column, the cross-sectional dimensions of the steel column are calculated using equations (4), (5), and (6). (4) (5) (6) In equations (4), (5) and (6), , For the strong axisx - x and weak axis y - y The overall stability coefficient of the axially compressed component; , The overall stability coefficient of a uniformly bent bending member; β mx , β my This is the equivalent bending moment coefficient; β tx , β ty This is the equivalent bending moment coefficient; N The axial force of the column; and These are the critical bearing capacities of the columns; W x , W y These are the section moduli of the column; f denoted as , where is the design strength value of the steel; A is the cross-sectional dimension of the steel column; γ x , γ y These are the coefficients for the plastic development of the cross section; x and y These are the bending moments of the columns; E The elastic modulus of the steel column; y Let be the slenderness ratio of the column.

[0053] (4) and (5) are used to ensure that the steel column parameters meet the overall stability requirements.

[0054] Optionally, based on the supplementary stiffness, the material property parameters of the cable, and the first design parameters of the steel beam and steel column, the second design parameters of the cable are determined, including: The supplementary stiffness is equal to the sum of the stiffness provided by the steel column, the stiffness provided by the cable, and the stiffness provided by the steel beam. Based on the supplementary stiffness, the first design parameters of the steel beam and the steel column, which include the stiffness provided by the steel column and the stiffness provided by the cable, the stiffness provided by the cable is obtained. Based on the material properties of the cable, the cross-sectional area of ​​the cable is calculated using equation (7). (7); In equation (7), E RP The elastic modulus of the cable; A RP Let be the cross-sectional area of ​​the cable; L RP The actual length of the cable; cos θRP The angle between the cable and the horizontal direction; (cos θ RP ) 2 This is the component coefficient of the horizontal stiffness of the cable, used to convert the axial stiffness of the cable into the horizontal lateral stiffness of the masonry wall; Based on the cross-sectional area and material properties of the cable, the axial tensile force borne by the cable is calculated using equation (8). (8) In equation (8), P The axial tensile force borne by the cable; E The elastic modulus of the cable material; ε For the linear strain of the cable; A Let be the cross-sectional area of ​​the cable.

[0055] Optionally, the reinforcement method further includes: connecting the turnbuckle 8 to the cable based on the axial tensile force borne by the cable. When applying prestress, the turnbuckle 8 is selected at which point the prestressing is stopped when it is connected to the cable, based on the axial tensile force borne by the cable.

[0056] Static elastoplastic analysis was conducted on both the existing unreinforced masonry wall and the fully prefabricated reinforced masonry wall structure provided in this application. The masonry wall model was modeled as a whole, using MU10 ordinary sintered bricks as the blocks and M5 cement mortar with a Poisson's ratio of 0.2 and a density of 2000 kg / m³. 3 The masonry was simulated using Solid65 elements. The reinforcing steel components were made of Q235 steel with an elastic modulus of 206 GPa, Poisson's ratio σ of 0.3, and a density of 7850 kg / m³. 3 The steel beams and columns were simulated using Shell188 elements, and the cables were simulated using Link10 elements. The loading scheme involved fixing a rigid plate at the top of the masonry wall and applying a uniformly distributed vertical pressure at the top. A monotonic horizontal displacement was applied to the vertical edge node on the right side of the rigid plate until the wall reached its ultimate bearing capacity or numerical instability. The boundary conditions were that all nodes on the bottom surface of the wall were constrained with all degrees of freedom, and the rigid plate was constrained with out-of-plane degrees of freedom. Equation (9) is the constitutive relation of the masonry.

[0057] (9) In equation (9), η It is 1.633; f m The stress at the peak point of the masonry under compression; ε 0 represents the strain at the peak compressive point of the masonry; ε σ represents the compressive strain of the masonry; σ is Poisson's ratio. It can be seen that the overall load-bearing capacity of the steel beam, steel column, and cable-reinforced masonry wall structure of this application can be increased by 500% or more, as shown in the test results. Figure 9 As shown in the figure, the masonry wall reinforcement method provided by this application can significantly improve the overall stiffness and stress performance of the masonry wall, thereby greatly improving the stability and seismic performance of the masonry wall.

[0058] The foregoing description and accompanying drawings fully illustrate embodiments of the present disclosure to enable those skilled in the art to practice them. Other embodiments may include structural and other changes. The embodiments represent only possible variations. Individual components and functions are optional unless explicitly required, and the order of operation may vary. Parts and features of some embodiments may be included or substituted for parts and features of other embodiments. Embodiments of the present disclosure are not limited to the structures described above and shown in the accompanying drawings, and various modifications and changes may be made without departing from its scope. The scope of the present disclosure is limited only by the appended claims.

Claims

1. A fully prefabricated, modularly reinforced masonry wall, characterized in that, The masonry wall includes the wall body, steel beams, steel columns, and cables. There are two steel beams. The wall body is a block masonry wall. A horizontally arranged steel beam is set at the top of each of the two wall surfaces of the wall body, and the two steel beams are fixedly connected to the wall. The steel column is vertically attached to the side of the wall body and is fixedly connected to the side of the wall body. The top of the steel column is fixedly connected to the end of the steel beam. The cables are arranged along the diagonal of the wall surface, and the two ends of the cables are fixedly connected to the bottom of the steel column and the angle between the steel column and the steel beam, respectively.

2. The masonry wall according to claim 1, characterized in that, The masonry wall also includes turnbuckles, with each cable divided into at least two sections and connected by turnbuckles.

3. The masonry wall according to claim 1, characterized in that, The top of the steel column is fixedly connected to the end of the steel beam by triangular plates, stiffening ribs and bolts.

4. The masonry wall according to claim 1, characterized in that, The steel beams and columns are made of I-beams, H-beams, square steel pipes, or round steel pipes, respectively.

5. The masonry wall according to claim 1, characterized in that, The cable is made of high-strength, low-relaxation steel strand.

6. A method for reinforcing masonry walls, characterized in that, Reinforcement methods include: The residual lateral stiffness of the masonry wall body is calculated using the finite element model or theoretical formula correction method. Based on the pre-set bearing capacity of the masonry wall, the total lateral stiffness is calculated using the correlation formula between stiffness and bearing capacity. Based on the remaining lateral stiffness and the total lateral stiffness, the supplementary stiffness of the masonry wall is obtained; Based on the material property parameters of the steel beams and steel columns respectively, calculate the first design parameters of the steel beams and steel columns. The first design parameters include the provided stiffness and cross-sectional dimensions. Based on the supplementary stiffness, the material property parameters of the cable, and the first design parameters of the steel beam and steel column, the second design parameters of the cable are determined. The second design parameters include the provided stiffness, cross-sectional dimensions, and axial tensile force. Masonry walls are constructed by connecting steel columns and beams that match the first design parameters and cables that match the second design parameters.

7. The reinforcement method according to claim 1, characterized in that, Based on the material properties of the steel beam, the first design parameters of the steel beam are calculated, including: Based on the material properties of the steel beam, the stiffness provided by the steel beam is calculated using equation (1). (1) In equation (1), K RB The stiffness provided to the steel beam; E RB The elastic modulus of the steel beam; I RB Let be the moment of inertia of the steel beam section; L RB The span of the steel beam; Based on the material properties of the steel beam, the cross-sectional parameters of the steel beam are calculated using formula (2). (2)； In equation (2), M x , M y For the same cross section x shaft and y Design value of bending moment of the shaft; W nx , W ny for x shaft and y Net section modulus of the shaft; γ x , γ y The coefficient for plastic development of the cross section; f This is the design value for the bending strength of steel.

8. The reinforcement method according to claim 1, characterized in that, Based on the material properties of the steel column, the first design parameters of the steel column are calculated, including: Based on the material property parameters of the steel column, the stiffness provided by the steel beam is calculated using equation (3). (3)； In equation (3), K RB The stiffness provided for the steel column; E RC The elastic modulus of the steel column; I RC Let be the moment of inertia of the steel column section; L RC The height of the steel column; Based on the material properties of the steel column, the cross-sectional dimensions of the steel column are calculated using equations (4), (5), and (6). (4) (5) (6) In equations (4), (5) and (6), , For the strong axis x - x and weak axis y - y The overall stability coefficient of the column; , The overall stability coefficient of a uniformly bent bending member; β mx , β my This is the equivalent bending moment coefficient; β tx , β ty Equivalent bending moment coefficient ；N The axial force of the column; and These are the critical bearing capacities of the columns; W x , W y These are the section moduli of the column; f denoted as , where is the design strength value of the steel; A is the cross-sectional dimension of the steel column; γ x , γ y These are the coefficients for the plastic development of the cross section; x and y These are the bending moments of the columns; E The elastic modulus of the steel column; y Let be the slenderness ratio of the column.

9. The reinforcement method according to claim 1, characterized in that, Based on the supplementary stiffness, the material properties of the cables, and the first design parameters of the steel beams and columns, the second design parameters of the cables are determined, including: The supplementary stiffness is equal to the sum of the stiffness provided by the steel column, the stiffness provided by the cable, and the stiffness provided by the steel beam. Based on the supplementary stiffness, the first design parameters of the steel beam and the steel column, which include the stiffness provided by the steel column and the stiffness provided by the cable, the stiffness provided by the cable is obtained. Based on the material properties of the cable, the cross-sectional area of ​​the cable is calculated using equation (7). （7）； In equation (7), E RP The elastic modulus of the cable; A RP Let be the cross-sectional area of ​​the cable; L RP The actual length of the cable; cos θ RP The angle between the cable and the horizontal direction; (cos θ RP ) 2 This is the component coefficient of the horizontal stiffness of the cable, used to convert the axial stiffness of the cable into the horizontal lateral stiffness of the masonry wall; Based on the cross-sectional area and material properties of the cable, the axial tension of the cable is calculated using equation (8). (8) In equation (8), P The axial tensile force borne by the cable; E The elastic modulus of the cable material; ε For the linear strain of the cable; A Let be the cross-sectional area of ​​the cable.

10. The reinforcement method according to claim 9, characterized in that, Reinforcement methods also include: connecting turnbuckles to the cable based on the axial tensile force borne by the cable.

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