Method and system for obtaining lateral load bearing capacity of fabricated composite wall

Abstract

The application provides an assembled composite wall lateral bearing capacity obtaining method and system, and belongs to the technical field of building engineering, and comprises the following steps: calculating the lateral bearing capacity of the steel pipe concrete frame column according to the limit bending moment of the frame column and the height of the shear wall; obtaining the lateral bearing capacity of the intermediate wallboard based on the lateral bearing capacity provided by the concrete and the blocks and the lateral bearing capacity of the rib beam and the rib column; and calculating the limit lateral bearing capacity of the assembled composite wall by summing the lateral bearing capacity of the steel pipe concrete frame column and the lateral bearing capacity of the intermediate wallboard. On this basis, the synergistic work coefficient is introduced to optimize the limit lateral bearing capacity of the composite wall. Reasonably determining the lateral bearing capacity of the assembled composite wall helps to optimize the design of the shear wall, reduces the risk of safety hazards or building structure collapse, and ensures the safety margin of the wall structure.

Description

Technical Field

[0001] This invention belongs to the field of building engineering technology, specifically relating to a method and system for obtaining the lateral bearing capacity of prefabricated composite walls. Background Technology

[0002] Modern high-rise residential buildings and large public buildings widely adopt frame-shear wall structural systems. Frame-shear wall structures combine the advantages of flexible frame layouts and the high lateral stiffness of shear wall structures. Working together and complementing each other's strengths, the performance of the shear walls, the lateral force-resisting components in these systems, has a significant impact on the overall seismic performance and structural safety of the building. Among these, prefabricated shear walls are gradually gaining attention due to their advantages such as shorter construction time, reduced construction waste, savings in timber consumption, and lower carbon emissions, providing a new opportunity for building energy conservation and emission reduction.

[0003] Accurate assessment of lateral bearing capacity in prefabricated composite shear walls with different rib configurations is particularly complex, primarily due to their unique structural characteristics (the use of multiple materials and nested connections of various components) and complex stress mechanisms (the synergistic effect between frame columns, rib beams / columns, and infill blocks). Currently, most formulas for calculating the lateral bearing capacity of shear walls are established based on experimental research and limit equilibrium theory, employing a combination of theoretical and empirical methods. However, due to limited experimental data, they lack universality and a clear understanding of mechanical concepts, making them difficult to guide practical engineering. Existing calculation methods often fail to fully consider the contribution of different lateral force-resisting components to the wall's load-bearing capacity, leading to overly conservative or excessive estimates of lateral bearing capacity during wall design, posing safety hazards in practical engineering applications. Summary of the Invention

[0004] To address the problem of calculating the lateral bearing capacity of prefabricated composite walls under different rib configurations, this invention provides a method and system for obtaining the lateral bearing capacity of prefabricated composite walls.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] A method for obtaining the lateral bearing capacity of a prefabricated composite wall includes the following steps:

[0007] Obtain the ultimate bending moment of the frame column and the height of the shear wall, and calculate the lateral bearing capacity of the concrete-filled steel tube frame column based on the ultimate bending moment of the frame column and the height of the shear wall.

[0008] The lateral bearing capacity provided by concrete and masonry blocks is calculated by obtaining their material and geometric parameters; the lateral bearing capacity of rib beams and rib columns is calculated by obtaining their material and geometric parameters; and the lateral bearing capacity of the intermediate wall panel is obtained based on the lateral bearing capacity provided by concrete and masonry blocks and the lateral bearing capacity of rib beams and rib columns.

[0009] The lateral bearing capacity of the prefabricated composite wall is obtained by summing the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity of the intermediate wall panel.

[0010] Preferably, the lateral bearing capacity of the steel-concrete composite frame column is calculated based on the ultimate bending moment of the frame column and the height of the shear wall. Specifically;

[0011] ;

[0012] Where H is the height of the shear wall. Let be the ultimate bending moment of the frame column.

[0013] Preferably, the lateral bearing capacity provided by the concrete and masonry blocks is calculated by obtaining the material and geometric parameters of the concrete and masonry blocks. Specifically:

[0014] ;

[0015] in, V c The lateral bearing capacity provided to the uncracking zone of concrete; V ck The lateral bearing capacity provided for the cracked zone of concrete; V q The lateral bearing capacity provided for the uncracking zone of the block; V qk The lateral bearing capacity provided for the cracked zone of the masonry block; λ The aspect ratio is [missing information]. f cv 、f qv These are the compressive strengths of concrete and masonry blocks, respectively. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. A ct 、A qt These represent the areas of the non-cracked concrete and block sections within the wall, respectively. A c 、A q These are the cross-sectional areas of the concrete and masonry blocks in the wall, respectively. a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represents the influence coefficients of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall.

[0016] Preferably, the lateral bearing capacity of the rib beams and rib columns is calculated by obtaining the material and geometric parameters of the rib beams and rib columns. Specifically:

[0017] ;

[0018] ;

[0019] ;

[0020] in, f yh Design strength for the reinforcing bars of the rib beam; A sh This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. f yv Design strength for ribbed steel reinforcement; A sv This represents the cross-sectional area of ​​the ribbed column reinforcement. α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the ribbed column reinforcement; m This refers to the number of ribs in the wall. n This refers to the number of ribs in the wall. This refers to the lateral bearing capacity of the rib beam; Lateral bearing capacity of ribbed steel reinforcement.

[0021] Preferably, the lateral bearing capacity of the intermediate wall panel is obtained based on the lateral bearing capacity provided by the concrete and masonry blocks and the lateral bearing capacity of the rib beams and rib columns, specifically as follows:

[0022] ;

[0023] in, The lateral bearing capacity provided by concrete and blocks This refers to the lateral bearing capacity of the rib beams and rib columns.

[0024] Preferably, when calculating the lateral bearing capacity of the prefabricated composite wall by summing the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity of the intermediate wall panel, a collaborative working coefficient is introduced to calculate the optimized lateral bearing capacity of the prefabricated composite wall, specifically:

[0025] ;

[0026] in, β For collaborative work coefficient, a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represent the effects of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall. λThe aspect ratio is [missing information]. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. A c 、A q These are the cross-sectional areas of the concrete and masonry blocks in the wall, respectively. f yh Design strength for the reinforcing bars of the rib beam; A sh This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. f yv Design strength for ribbed steel reinforcement; A sv This represents the cross-sectional area of ​​the ribbed column reinforcement. α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the ribbed column reinforcement; m This refers to the number of ribs in the wall. n H represents the number of ribbed columns in the wall; H represents the height of the shear wall; and M represents the ultimate bending moment of the edge column.

[0027] This invention also provides a system for obtaining the lateral bearing capacity of prefabricated composite walls, specifically including:

[0028] The first lateral bearing capacity acquisition module is used to obtain the ultimate bending moment of the frame column and the height of the shear wall, and calculate the lateral bearing capacity of the steel-concrete composite frame column based on the ultimate bending moment of the frame column and the height of the shear wall.

[0029] The second lateral bearing capacity acquisition module is used to acquire the material and geometric parameters of concrete and blocks to calculate the lateral bearing capacity provided by concrete and blocks; acquire the material and geometric parameters of rib beams and rib columns to calculate the lateral bearing capacity of rib beams and rib columns; and obtain the lateral bearing capacity of the intermediate wall panel based on the lateral bearing capacity provided by concrete and blocks and the lateral bearing capacity of rib beams and rib columns.

[0030] The composite wall lateral bearing capacity module is used to sum the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity of the intermediate wall panel to obtain the lateral bearing capacity of the prefabricated composite wall.

[0031] The present invention also provides a computer device, including a memory, a processor, and a computer program stored in the memory, wherein the processor executes the computer program to implement the steps described in the method for obtaining the lateral bearing capacity of a prefabricated composite wall.

[0032] The present invention also provides a computer-readable storage medium storing a computer program that, when loaded by a processor, can execute the steps described in the method for obtaining the lateral bearing capacity of a prefabricated composite wall.

[0033] The method for obtaining the lateral bearing capacity of prefabricated composite walls provided by this invention has the following beneficial effects:

[0034] This invention accurately identifies the contributions of different lateral force resisting systems and materials to the lateral bearing capacity of the wall. Based on shear mechanism analysis, the lateral stiffness calculation of the prefabricated composite wall is divided into two parts: the intermediate wall panel and the steel-concrete composite column. The lateral bearing capacity of each part is calculated separately, reflecting the deformation in the elastic stage, which helps to optimize the seismic performance of the structure. The overall lateral bearing capacity of the prefabricated composite wall is obtained by summing the results. It fully considers the effect of the floor slab on the overall node structure under complex working conditions, thus ensuring sufficient lateral reserve capacity of the prefabricated composite wall when resisting seismic damage. This avoids brittle failure due to unreasonable shear wall design and reduces the risk of safety hazards or structural collapse in high-rise residential buildings or large public buildings. Attached Figure Description

[0035] To more clearly illustrate the embodiments and design schemes of the present invention, the accompanying drawings required for this embodiment will be briefly described below. The 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.

[0036] Figure 1 This is a schematic diagram of the bending and shear deformation of a homogeneous wall under unit force in an embodiment of the present invention.

[0037] Figure 2 This is a schematic diagram illustrating the principle of the area equivalence method in an embodiment of the present invention.

[0038] Figure 3 This is a simplified wall model used in the embodiment of the present invention when the composite material equivalent method is employed.

[0039] Figure 4 This is a diagram showing the shape constants of the fixed rods at both ends in an embodiment of the present invention.

[0040] Figure 5 This is a graph showing the fitting results of the linear fitting with the increase factor α in an embodiment of the present invention.

[0041] Figure 6 This is a simplified diagram of the stress on a steel-concrete composite shear wall with closely spaced ribs in an embodiment of the present invention.

[0042] Figure 7 This is a schematic diagram of the calculation model for the lateral bearing capacity of the inclined section of the closely ribbed composite shear wall in an embodiment of the present invention.

[0043] Figure 8 The diagram shows crack development and steel reinforcement stress at different loading stages of specimen MCW-3 in this embodiment of the invention. Figure 8(a) represents the early stage of stress loading; Figure 8 (b) represents the middle stage of stress loading; Figure 8 (c) represents the later stage of stress loading.

[0044] Figure 9 This is a fitting diagram of the collaborative working coefficient of the prefabricated assembled specimen in an embodiment of the present invention.

[0045] Figure 10 This is a fitting diagram of the collaborative working coefficient of the cast-in-place specimens in an embodiment of the present invention.

[0046] Figure 11 This is a flowchart of a method for obtaining the lateral bearing capacity of a prefabricated composite wall according to the present invention.

[0047] Figure 12 This is the finite element model of the specimen in an embodiment of the present invention. Figure 12 (a) MCW-1 concrete model; Figure 12 (b) MCW-1 steel model.

[0048] Figure 13 This is a comparison diagram of the simulated hysteresis curve and skeleton curve of the specimen in the embodiments of the present invention. Figure 13 (a) shows a comparison of simulated hysteresis curves; Figure 13 (b) is a comparison of simulated skeleton curves. Detailed Implementation

[0049] To enable those skilled in the art to better understand and implement the technical solutions of the present invention, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The following embodiments are only used to more clearly illustrate the technical solutions of the present invention and should not be construed as limiting the scope of protection of the present invention.

[0050] Example

[0051] This invention provides a method for obtaining the lateral bearing capacity of prefabricated composite walls, specifically including the following steps:

[0052] Step 1: Obtain the material and geometric parameters of the wall and calculate the lateral stiffness of the ribbed wall.

[0053] S11: Calculation of lateral stiffness of a homogeneous wall. The displacement produced by applying a unit force to the top of the wall is called the lateral flexibility δ of the wall. The lateral stiffness K of the wall is the reciprocal of the lateral flexibility, i.e. Because the upper and lower floor slabs are fixed to the shear wall, the upper and lower ends of the shear wall hardly rotate in the plane. The total deformation of the wall under a unit horizontal force is determined by the shear deformation δ. b and bending deformation δ s Together they form, such as Figure 1The figure shows the bending and shear deformation of a homogeneous wall under a unit force. The lateral stiffness of the homogeneous wall is as follows:

[0054] (1);

[0055] Where H is the wall height; b is the wall thickness; A is the wall cross-sectional area; μ is the coefficient of non-uniformity of shear stress in the cross-section; and I is the moment of inertia of the wall cross-section. E is the elastic modulus of the wall; G is the shear modulus of the wall.

[0056] S12: Calculation of Lateral Stiffness of Ribbed Walls. Ribbed wall panels are a composite material consisting of reinforced concrete ribs and columns, and infilled concrete blocks. Due to the significant differences in the elastic moduli among its components, the lateral stiffness calculation formula for homogeneous walls cannot be used. Currently, the mainstream calculation methods include the area equivalence method and the composite material method. Both methods treat the ribbed wall panel as a homogeneous material and use the lateral stiffness of a homogeneous wall for elastic stiffness calculation. The difference lies in the equivalence method and the underlying principle.

[0057] (1) Area Equivalence Method. The area equivalence method treats a ribbed wall panel composed of two materials—concrete ribbed beams / columns and masonry blocks—as having equal elastic bending stiffness, equating one material to the other. This method assumes that the ribs and blocks deform in coordination during the elastic loading stage, but it neglects the combined effect between the ribs and blocks, and the contribution of the reinforcing steel to the bending stiffness of the ribbed wall panel is not considered. It is divided into the primary area equivalence method and the secondary area equivalence method, such as... Figure 2 As shown.

[0058] Using the first-order area equivalence method, the areas of the outer frame columns and ribs are equivalent to the areas of the masonry blocks, based on the principle that the elastic modulus of the outer frame columns and ribs are equal to that of the masonry blocks. The equivalent areas are uniformly distributed and symmetrical about the axis along the wall thickness direction. Based on the principle of the first-order equivalence method, we obtain:

[0059] (2);

[0060] (3);

[0061] (4);

[0062] (5);

[0063] Similarly, we can obtain , , .

[0064] And because: (6);

[0065] (7);

[0066] available: (8).

[0067] Where x1 is the distance from the centroid of the left outer frame column to the centroid of the entire wall; I1 is the moment of inertia of the left outer frame column relative to the neutral axis of the entire wall; I1′ is the moment of inertia of the equivalent lightweight block of the first left outer frame column relative to the neutral axis of the entire wall; (EI0) is the overall bending stiffness of the ribbed composite wall; (EI1) is the overall bending stiffness of the equivalent uniform block.

[0068] The secondary area equivalence method is based on the primary area equivalence method. It follows the principle that the thickness of each component in the equivalent composite wall is equal, while keeping the wall width h constant. It also considers non-ideal factors such as crack propagation and material nonlinearity by introducing a correction coefficient. The elastic lateral stiffness of the ribbed composite wall is calculated based on the equivalent homogeneous elastic plate. The bending stiffness formula (1) for homogeneous walls is used for calculation. The practical calculation formula for the elastic stiffness of the wall is as follows:

[0069] (9);

[0070] Where b2 is the equivalent thickness of the wall section; H is the wall height; h is the wall cross-sectional length; A g It is the equivalent area of ​​the cross section; A e It is the sum of the concrete areas of the cross-section ribbed columns and frame columns; A q It is to verify the sum of the areas of the cross-section blocks; E e It is the elastic modulus of concrete; E q η is the elastic modulus of the block; η is the axial compression ratio.

[0071] (2) Composite material equivalent method: The closely ribbed composite shear wall is composed of reinforced concrete ribs and columns and lightweight blocks embedded in them. The reinforced concrete grid formed by the ribs and columns deforms in tandem with the blocks in the middle. Therefore, its mechanical properties are different from both the blocks and general reinforced concrete structures. Macroscopically, it can be regarded as a composite material equivalent elastic plate with ribs and columns as fibers and blocks as the matrix. The simplified material model of the wall is as follows: Figure 3 As shown.

[0072] The elastic lateral stiffness of the ribbed composite wall is calculated using a simplified model of the wall material, specifically as follows:

[0073] (10);

[0074] (11);

[0075] (12);

[0076] (13);

[0077] Where H is the wall height, I is the moment of inertia of the wall section; E is the elastic modulus of the wall, G is the shear modulus of the wall, α1 is the influence coefficient of the rib form of the wall panel (specific values ​​are shown in Table 1), α2 is the influence coefficient of axial pressure, σ is the average compressive stress (taken as σ=1), μ is the coefficient of non-uniformity of cross-sectional shear stress distribution (taken as μ=1.2), and η is the concrete fiber correction coefficient (taken as η=0.7). c E q G represents the elastic modulus of the concrete and masonry blocks in the original wall, respectively. c G q These are the shear moduli of the original concrete and masonry blocks in the wall, respectively, V c V q These represent the volume fractions of concrete and masonry blocks in the original wall structure.

[0078] Table 1. Values ​​of α1

[0079]

[0080] Step 2: Obtain the material and geometric parameters of the steel and concrete, and calculate the lateral stiffness of the steel-concrete composite column. In structural mechanics, for an ideal member with a uniform cross-section fixed at both ends, a unit displacement at one end... At that time, the force required to be applied is Where E is the elastic modulus of the ideal rod, and I is the moment of inertia of the cross section. l For the length of the rod, such as Figure 4 As shown.

[0081] For concrete-filled steel tube columns, the outer steel tube and the confined core concrete work together. The confinement effect of the steel tube increases the stiffness and load-bearing capacity of the core concrete on the one hand, and greatly improves the ductility and deformation capacity of the concrete on the other. Therefore, when calculating the lateral stiffness of concrete-filled steel tube columns, the elastic modulus and moment of inertia of the steel or concrete alone cannot be used. This combined effect must be taken into account. The calculation of the moment of inertia and flexural elastic modulus of concrete-filled steel tube members is as follows:

[0082] (14);

[0083] (15);

[0084] (16);

[0085] (17);

[0086] Among them, E scm I represents the elastic flexural modulus of a concrete-filled steel tube column. c I s These are the moments of inertia of the concrete and steel pipe sections, respectively; I sc Let k be the moment of inertia of the concrete-filled steel tube column section, specifically calculated using equation (18); E This is the conversion factor for the axial compressive modulus of elasticity of concrete-filled steel tube columns. For Q235 steel, according to... Values; α sc The steel content of the cross section; the moment of inertia of the concrete-filled steel tube column is as follows:

[0087] (18);

[0088] The elastic modulus and moment of inertia of steel and concrete are converted into the flexural elastic modulus E of the concrete-filled steel tube column. scm With the moment of inertia I of the cross section sc Substituting this into the formula for calculating the load constant of an ideal member fixed at both ends yields the lateral stiffness of the concrete-filled steel tube column:

[0089] (19);

[0090] Where H represents the stiffness of the concrete-filled steel tube column.

[0091] Step 3: Calculation of elastic lateral stiffness of steel-concrete composite wall with closely spaced ribs.

[0092] The steel-concrete composite shear wall with a ribbed frame consists of steel-concrete composite frame columns and ribbed wall panels in the middle, forming the main body of the composite shear wall. The two are organically combined by post-cast or cast-in-place concrete in the column area. Under horizontal forces, they deform together and influence each other. When calculating the elastic lateral stiffness of the composite wall, it is assumed that the wall is in the elastic stage, with no damage or sufficiently small damage to any component, and the deformation is coordinated, conforming to the superposition principle. The overall lateral stiffness of the steel-concrete composite shear wall with a ribbed frame is as follows:

[0093] (20);

[0094] in, For the lateral stiffness of the concrete-filled steel tube column, The lateral stiffness of the intermediate ribbed wall.

[0095] To accurately calculate the lateral stiffness of specimens with different connection types, an amplification factor α is introduced when calculating the lateral stiffness of cast-in-place composite walls to account for the gain of the composite wall steel strip due to reliable connection performance. A linear fit is performed using the amplification factor α, and the fitting results are as follows: Figure 5 As shown in the figure, the slope of the fitted curve is the value of the coefficient α, and α = 1.09 is taken.

[0096] The lateral stiffness of the cast-in-place steel-concrete composite wall with closely spaced ribs is as follows:

[0097] (twenty one);

[0098] The lateral stiffness of the prefabricated steel-concrete composite wall with closely spaced ribs is as follows:

[0099] (twenty two);

[0100] Among them, E scm I represents the elastic flexural modulus of a concrete-filled steel tube column. c I s分别 E represents the moment of inertia of the concrete and steel pipe sections. c E represents the elastic modulus of concrete and steel; I represents the elastic modulus of steel. sc H is the moment of inertia of the steel-concrete composite column; I is the moment of inertia of the ribbed wall panel; E and G are the elastic modulus and shear modulus of the ribbed wall panel, respectively; α1 is the influence coefficient of the ribbed form of the wall panel, and the specific values ​​are shown in Table 4.1; α2 is the influence coefficient of axial pressure, and the value is taken according to formula (13); μ is the coefficient of non-uniformity of shear stress distribution in the section, and μ=1.2; η is the concrete fiber correction coefficient, and η=0.7; E c E q These are the elastic moduli of the concrete and masonry blocks in the original ribbed wall slab, respectively; G c G q These are the shear moduli of the concrete and masonry blocks in the original ribbed wall panel, respectively; V c V q These represent the volume fractions of concrete and masonry blocks in the original ribbed wall panel.

[0101] The theoretical calculation results are compared with experimental or finite element calculation results to demonstrate the reliability of the theoretical formula. Selected specimens include: Specimen MCW-1, Specimen MCW-2, Specimen MCW-3, Specimen MCW-7 (cross-shaped, prefabricated assembly), and Specimen MCW-8 (…). The elastic stiffness of specimens MCW-9 (cross-shaped, cast-in-place) and MCW-1-2LZ-Y (two ribbed columns, with densely ribbed wall panels and steel-concrete composite columns assembled) were calculated and compared with the theoretical calculation results. The comparison results are shown in Table 2.

[0102] Table 2 Calculation results of lateral stiffness of steel-concrete composite wall with closely spaced ribs under different parameters

[0103]

[0104] The calculation results in the table above show that, regardless of whether it is a cast-in-place specimen (MCW-1, MCW-2, MCW-9) or a precast specimen (MCW-3, MCW-7, MCW-8), or different rib shapes (cross-shaped, ... The specimens (character-shaped and grid-shaped) all have high calculation accuracy.

[0105] Step 4: Distribute lateral bearing capacity based on the lateral stiffness of the composite wall.

[0106] Lateral stiffness (reflecting deformation in the elastic stage) and lateral bearing capacity (reflecting the bearing capacity in the plastic stage) are two fundamental properties of utmost concern in shear wall design, and neither can be neglected. The former directly affects the overall deformation capacity of the shear wall, helping to optimize the seismic performance of the structure; the latter determines the strength of the shear wall, ensuring that the structure provides sufficient resistance to failure. By calculating the lateral stiffness of each component, the shear mechanism and stress of the composite wall are analyzed, providing a basis for the rational allocation of lateral bearing capacity.

[0107] The steel-concrete composite shear wall with a closely spaced ribbed frame consists of steel-concrete composite columns as edge restraints, which increase the wall's lateral stiffness and improve its deformation capacity. The intermediate closely spaced ribbed wall panels are composed of reinforced concrete beams and grids filled with autoclaved aerated concrete blocks. The different materials and forms of the components fail sequentially in stages under seismic loading, providing sufficient early warning information. The steel-concrete composite frame columns and the intermediate wall panels are coupled into a unified whole under the action of concrete through shear keys, outward reinforcing bars, and embedded bolts. The complexity of the wall's stress distribution is determined by these multiple components. Under horizontal external loads, the steel-concrete composite frame columns transfer shear force to the intermediate wall panels, which can be equivalent to a 45° diagonal compression member, providing support for the frame restraints and thus improving the lateral stiffness and lateral bearing capacity of the specimen. A simplified stress diagram is shown below. Figure 6 As shown.

[0108] For the axial pressure N and lateral shear force V transmitted from the loaded beam, the steel-concrete composite frame column and the ribbed wall panel distribute the resistance according to their stiffness. V 1 、V 2 、V 3 Since the steel-concrete composite column and the intermediate wall panel are connected to the bottom beam by directly embedding the loading beam or by pre-embedded bolts, they can be considered as completely constrained, thereby generating resistance. Vf1 、V fw 、V f2 From the equilibrium of forces in the horizontal direction, we can know The resistance generated by the steel-concrete composite frame columns on both sides V f1 and V f2 Replace with V f A new formula for calculating the lateral bearing capacity of prefabricated composite walls was obtained, specifically:

[0109] (twenty three);

[0110] Where: V represents the lateral bearing capacity of the specimen; V f The lateral bearing capacity provided for steel-concrete composite frame columns; V w The lateral bearing capacity provided for the intermediate wall panel.

[0111] However, the formula does not consider the load-bearing capacity gain brought by the post-cast column, because the post-cast column is only connected to the upper and lower loading beams by pre-embedded steel bars, and the pre-embedding depth is limited. It is considered that its connection with the upper and lower loading beams is unreliable and cannot provide sufficient lateral resistance. At the same time, no stirrups are configured in the post-cast column area. Under axial pressure, its lateral deformation is not well restrained and its stiffness is small. It only plays the role of transferring the vertical shear force between the steel tube concrete column and the intermediate wall panel.

[0112] Step 5: Summing the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity provided by the intermediate wall panel yields the lateral bearing capacity of the prefabricated composite wall, such as... Figure 11 As shown.

[0113] S51: The lateral bearing capacity of the steel-concrete composite frame column is calculated based on the ultimate bending moment of the frame column and the height of the shear wall. Using the limit equilibrium method, the equilibrium conditions of the steel-concrete composite column in the ultimate state are analyzed. Reasonable assumptions are made to consider the restraining effect of the steel tube on the core concrete. Based on the calculation of the nominal bearing capacity of the steel-concrete composite section, the relevant relationship of section strength is derived. The calculation formula is simple and clear, and the meaning of each parameter is explicit. It is suitable for calculating the lateral bearing capacity of the edge restraint member of the steel-concrete composite frame ribbed shear wall. Specifically:

[0114] (twenty four);

[0115] (25);

[0116] (26);

[0117] (27);

[0118] (28);

[0119] (29);

[0120] Where N is the axial force borne by the cross section; f y The yield strength of the steel pipe; To constrain concrete strength, β is the ratio of steel strength to concrete strength. A s V is the cross-sectional area of ​​the steel pipe, H is the height of the shear wall, M is the ultimate bending moment of the edge column, and V is the cross-sectional area of ​​the steel pipe. f The lateral bearing capacity of the steel-concrete composite frame column.

[0121] S52: The lateral bearing capacity of the intermediate wall panel, i.e., the lateral bearing capacity of the closely ribbed composite shear wall, is obtained based on the lateral bearing capacity provided by concrete and masonry blocks, and the lateral bearing capacity of the ribbed beams and columns. The calculation model for the lateral bearing capacity of the inclined section of the closely ribbed composite shear wall is as follows: Figure 7 As shown, considering the influence of edge constraints on the intermediate wall panels, the formula for calculating the lateral bearing capacity of the required ribbed composite shear wall is obtained.

[0122] From the limit equilibrium condition equation We can obtain:

[0123] (30);

[0124] in, V w The lateral bearing capacity provided for the intermediate wall panels; V c The lateral bearing capacity provided to the uncracking zone of concrete; V ck The lateral bearing capacity provided for the cracked zone of concrete; V q The lateral bearing capacity provided for the uncracking zone of the block; V qk The lateral bearing capacity provided for the cracked zone of the masonry block; V sh The lateral bearing capacity provided to the reinforcing steel bars within the rib beam; V sv The lateral bearing capacity provided for the steel reinforcement inside the rib column.

[0125] Based on the shear friction theory, the lateral bearing capacity that can be provided by the cracked and uncracked areas of concrete and masonry blocks is calculated and analyzed.

[0126] The shear stress of the blocks and concrete in the cracked zone is: (31);

[0127] The shear stress in the non-cracked block and concrete is: (32);

[0128] in, μ The coefficient of friction; F v The shear strength of the material; σ It is vertical compressive stress; α、β This is the overall structural impact coefficient.

[0129] The total lateral bearing capacity provided by concrete and blocks is obtained by integrating the shear stress in both cracked and uncracked zones.

[0130] (33);

[0131] The geometric parameters include: λ The aspect ratio is [missing information]. A ct 、A qt These represent the areas of the non-cracked concrete and block sections within the wall, respectively. A c 、A q These represent the cross-sectional areas of the concrete and masonry blocks within the wall, respectively. Material parameters include: f cv 、f qv These are the compressive strengths of concrete and masonry blocks, respectively. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represents the influence coefficients of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall.

[0132] The reinforcing steel provides a large lateral bearing capacity (V) during horizontal cyclic loading of the intermediate wall panel. sOn the one hand, the reinforcing bars of the rib beams and rib columns generate corresponding resistance through tensile and shear deformation; on the other hand, the reinforcing bars of the rib beams and rib columns combine to form a reinforcing mesh, which strengthens the constraint on the deformation of the internal blocks and generates resistance through interaction with the blocks. For the reinforcing bars of the rib beams, in the early stage of loading, cracks mostly appear at the junction of the upper and lower rib beams and rib columns. Since the loading beam and the foundation beam restrict the deformation of the upper and lower rib beams, they have high deformation stiffness and thus provide more resistance. However, this does not mean that the reinforcing bars in the upper and lower rib beams generate large stress at this time. The formation of these cracks is due to the lateral displacement of the rib columns under horizontal load. At this time, the reinforcing bars in the upper and lower rib beams are basically not under stress, and the reinforcing bars in the middle rib beam mainly bear tensile force. As the lateral displacement increased, the specimen entered the mid-loading stage. Due to the development of cracks at the upper end of the ribs, the cracks mainly concentrated at the junction of the middle rib beam and the rib column. At this time, the stress in the middle rib column reinforcement was relatively large, and a large vertical principal stress perpendicular to the direction of the rib beam reinforcement was formed at the connection between the rib beam reinforcement and the rib column reinforcement, indicating that the reinforcement at this point was bearing a large shear stress. However, due to the limited deformation of the concrete, the upper and lower rib beams still had relatively small stresses. Entering the later loading stage, the stress in the upper and lower rib beam reinforcement increased significantly. This was caused by the further development of the diagonal cracks located at the junction of the rib beam and the rib column. Although the upper and lower rib beam reinforcements played a role in hindering the further development of cracks, the overall lateral bearing capacity of the specimen was already in a decreasing stage. Therefore, when calculating the contribution of the rib beam reinforcement to the overall lateral bearing capacity of the specimen, the reinforcement in the upper and lower rib beams was not considered, and only the shear effect of the middle rib beam reinforcement mesh was considered. The crack development diagram and reinforcement stress diagram of specimen MCW-3 are shown below. Figure 8 As shown, the ribs, as the main vertical lateral force resisting components, contribute to the shear capacity of the specimen through tension and lateral deformation under the constraint of stirrups during loading, as the lateral displacement increases. Observing the crack development diagrams and the stress cloud diagrams of the reinforcing bars in the specimens before, during and after loading, it was found that cracks appeared uniformly on the ribs. During loading, the stress on the reinforcing bars of the side ribs and the middle ribs was relatively uniform, indicating that the middle ribs and the side ribs contributed equally to the lateral bearing capacity of the specimen. For the longitudinal reinforcement in the post-cast column area, although considerable stress was generated during loading, the cracks and stress were concentrated at the upper and lower ends of the reinforcement. For conservative considerations, it is believed that it mainly undertakes the function of transferring the force between the steel-concrete composite frame column and the closely ribbed wall plate. Therefore, it is no longer reflected in the calculation formula of the lateral bearing capacity of the rib reinforcement. The calculation of the lateral bearing capacity of the rib beam and the rib column reinforcement is as follows:

[0133] (34);

[0134] (35);

[0135] Specifically, the geometric parameters include: Ash This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. A sv This represents the cross-sectional area of ​​the ribbed column reinforcement. m This refers to the number of ribs in the wall. n This refers to the number of ribs in the wall. Specific material parameters include: f yh Design strength for the reinforcing bars of the rib beam; f yv Design strength for ribbed steel reinforcement; α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the rib column reinforcement.

[0136] The contribution of the reinforcing steel in the ribbed wall panel to the lateral bearing capacity of the steel-concrete composite shear wall with a ribbed frame is as follows:

[0137] (36);

[0138] The lateral bearing capacity of the intermediate wall panel is specifically obtained as follows: (37).

[0139] S53: Calculation of the lateral bearing capacity of the new prefabricated composite wall. Substituting equations (29) and (37) into equation (23), and introducing the synergistic working coefficient β between the steel-concrete frame column and the ribbed wall panel, for walls with different height-to-width ratios, since the failure modes of the two are different, the synergistic working coefficient should include the height-to-width ratio γ of the steel-concrete frame ribbed composite wall. The synergistic working coefficient β considers the combination effect between the components of the specimen, the bearing capacity reduction of the steel-concrete frame column and the intermediate ribbed wall panel that cannot reach the peak load synchronously, and the gain effect of the concrete in the post-cast column area and the steel reinforcement therein, which only play a connecting role in the bearing capacity calculation and analysis of the ribbed wall panel, on the lateral bearing capacity of the specimen, to obtain the lateral bearing capacity of the new prefabricated composite wall, specifically:

[0140] (38).

[0141] (1) Determination of the aspect ratio influence coefficient.

[0142] The failure process of steel-concrete composite shear wall with steel tube frame is similar to that of steel frame-ribbed composite wall and steel frame-infill wall. They all go through the basic stages of diagonal cracks in the blocks, cracks in the rib beams and columns gradually increase in size, and failure of the bottom of the edge restraint members due to stress. In the embodiment, a=1 and b=-0.5 are taken.

[0143] (2) The ribbed wall panel provides some parameters for determining the lateral bearing capacity formula.

[0144] Under the constraint of the steel-concrete composite column and the upper and lower loading beams, the ribbed wall panel deforms in coordination with the edge restraint members, playing the role of diagonal compression members. At the same time, the edge restraint members and loading beams exert confining pressure on the ribbed wall panel in four directions, improving the mechanical properties of the ribbed wall panel. This is consistent with the stress state of the ribbed wall panel in the steel frame-ribbed composite wall. Therefore, when determining the coefficients in the calculation formula corresponding to the lateral bearing capacity provided by the ribbed wall panel, we take α1=0.12, α2=0.57, α3=0.08, α4=0.39, and α5=0.29.

[0145] (3) Determination of the working coefficient of the steel-concrete composite frame and the ribbed wall panel.

[0146] The collaborative working capacity between the concrete-filled steel tube frame column and the intermediate ribbed wall panel is influenced by various factors, including the concrete grade of the ribbed wall panel, the reinforcement ratio of the steel bars, and the grade of the infill blocks. However, these factors have already been appropriately reduced when calculating the lateral bearing capacity provided by the ribbed wall panel and are not considered when determining the collaborative working coefficient. The height-to-width ratio affects the failure mode of the structure. When the height-to-width ratio is low, the ribbed wall panel tends to fail in shear, providing sufficient diagonal support to the concrete-filled steel tube frame column and greatly improving the lateral bearing capacity of the specimen. However, a high height-to-width ratio causes the intermediate wall panel to fail in bending, resulting in large deformation during loading and a lack of support capacity, leading to poor collaborative working capacity between the two. Simultaneously, the connection form between the edge restraint members and the intermediate wall panel also significantly affects the collaborative working capacity. Therefore, when determining the collaborative working coefficient, fitting is performed separately for both cast-in-place and precast assembly connection forms. When determining the form of the collaborative working coefficient β, it is assumed that the form of the collaborative working coefficient is... Based on the finite element results, and taking into account the influence of aspect ratio while keeping other factors constant, the fitting results are shown below. Figure 9 and Figure 10 .

[0147] By nonlinear fitting of the collaborative working coefficients of five sets of data, the collaborative working coefficients of specimens with different connection forms can be obtained. For steel-concrete composite walls with closely spaced ribs and prefabricated assembly, the parameter of the collaborative working coefficient β is... a =1.558, b =-3.078; For cast-in-place composite walls, the parameter of β a =1.810, b =-3.551, as Figure 9 and Figure 10 As shown, Figure 9 A fitting diagram of the collaborative working coefficients of prefabricated assembled test pieces; Figure 10 This is a fitting graph of the collaborative working coefficient of the cast-in-place specimen.

[0148] Formulas for calculating the lateral bearing capacity of steel-concrete composite walls with closely spaced ribs and different connection types were obtained. The lateral bearing capacity of precast composite walls is specifically as follows:

[0149] (39);

[0150] Lateral bearing capacity of cast-in-place composite wall:

[0151] (40);

[0152] Where γ is the aspect ratio of the lateral force resisting system of the steel-concrete composite wall with closely spaced ribs; λ is the aspect ratio of the closely spaced ribbed wall panel; N is the axial pressure; M is the ultimate bending moment of the steel-concrete composite column corresponding to the axial pressure; and H is the height of the steel-concrete composite column.

[0153] The theoretical calculation results are compared with finite element simulation or experimental results to demonstrate the correctness of the theoretical derivation. Based on the parameter analysis results in Table 1 (models MCW2-1, MCW2-2, MCW-1-0LZ, MCW-1-2LZ) and other specimens from the research group (MCW-1, MCW-5 (cast-in-place grid wall), MCW-7 (precast cross-shaped wall), MCW-8 (precast...), the results are analyzed. For the "U-shaped wall" (a type of wall), the specific calculation method is (finite element simulation result or experimental result - theoretical calculation result) / finite element simulation result × 100%. The comparison of the calculation results is shown in Table 2. Analysis of the table shows that the calculation results of the formula agree well with the experimental or simulation results and are more applicable to ribbed composite walls with edge restraint members filled with A5.0 grade and above masonry blocks.

[0154] Table 2 Calculation results of lateral bearing capacity of steel-concrete composite wall with closely spaced ribs under different parameters

[0155]

[0156] Specifically, a refined finite element model of specimen MCW-1 was built using Abaqus / Standard to further analyze the stress mechanism of the novel steel-concrete composite shear wall. Models of each component of the steel-concrete composite shear wall with closely spaced ribs were created separately in the Abaqus component options, then imported into the assembly module, and finally combined into a simulation model. The finite element model of the specimen is shown below. Figure 12 As shown, Figure 12 (a) MCW-1 concrete model; Figure 12(b) MCW-1 steel model. The size of the mesh directly affects the accuracy of the calculation results. An overly dense mesh leads to low computational efficiency and high computational cost, while an overly coarse mesh can cause distorted results or even non-convergence. Therefore, when meshing, a denser mesh is used for the key research objects to improve computational accuracy. For example, a 50mm mesh is used for steel pipes, core concrete, post-cast columns, and ribbed wall panels, while a 100mm mesh is used for non-key research objects such as masonry blocks.

[0157] The MCW-1-2LZ specimen model was obtained by increasing the number of ribs on the finite element model of specimen MCW-1, and the MCW-1-0LZ specimen model was obtained by reducing the number of ribs. The simulated hysteresis curves and skeleton curves of each specimen are shown below. Figure 13 As shown, Figure 13 (a) shows a comparison of simulated hysteresis curves. Figure 13 (b) shows a comparison of simulated skeleton curves. Comparative Analysis Figure 13 The slope of the curve for specimen MCW-1-WLZ in the initial loading stage was basically the same as that for specimen MCW-1. This does not mean that the lateral stiffness of the new composite wall is insensitive to changes in the number of ribs. This phenomenon is caused by the unreliable connection between the ribs and the blocks: the ribs of specimen MCW-1-WLZ have low stiffness and poor resistance to deformation. In the initial loading stage, the ribs and blocks work together, showing relatively high overall stiffness. However, specimen MCW-1, due to the certain stiffness of its ribs, only has the ribs participating in the work in the initial loading stage, resulting in relatively low lateral stiffness. When the blocks of specimen MCW-1 take effect, the ribs have already accumulated some damage. This explains why the peak bearing capacity of specimen MCW-1 is only 0.7% higher than that of specimen MCW-1-WLZ, and it fails 10 mm earlier. This also indicates that the cross-shaped ribs and A5.0 grade blocks do not work together ideally. Compared to the MCW-1 specimen, the increased number of ribs increased the initial stiffness peak bearing capacity of the MCW-1-2LZ specimen by 21.5% and 25.8%, respectively, enhancing its hysteretic energy dissipation capacity and delaying the occurrence of peak displacement.

[0158] This invention also provides a system for determining the lateral bearing capacity of prefabricated composite walls, specifically including:

[0159] The first lateral bearing capacity acquisition module is used to obtain the ultimate bending moment of the frame column and the height of the shear wall, and calculate the lateral bearing capacity of the steel-concrete composite frame column based on the ultimate bending moment of the frame column and the height of the shear wall.

[0160] The second lateral bearing capacity acquisition module is used to acquire the material and geometric parameters of concrete and blocks to calculate the lateral bearing capacity provided by concrete and blocks; acquire the material and geometric parameters of rib beams and rib columns to calculate the lateral bearing capacity of rib beams and rib columns; and obtain the lateral bearing capacity of the intermediate wall panel based on the lateral bearing capacity provided by concrete and blocks and the lateral bearing capacity of rib beams and rib columns.

[0161] The composite wall lateral bearing capacity module is used to sum the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity of the intermediate wall panel to obtain the lateral bearing capacity of the prefabricated composite wall.

[0162] The modules in the aforementioned prefabricated composite wall lateral bearing capacity determination system can be implemented entirely or partially through software, hardware, or a combination thereof. These modules can be embedded in or independent of the processor in a computer device, or stored in the computer device's memory as software, so that the processor can call and execute the corresponding operations of each module.

[0163] The present invention also provides a computer device, including a memory, a processor, and a computer program stored in the memory. The processor executes the computer program to implement the steps in an embodiment of a method for obtaining the lateral bearing capacity of a prefabricated composite wall. Specific implementation methods can be found in the method embodiments, and will not be repeated here.

[0164] Furthermore, the present invention also provides a non-transitory computer-readable storage medium containing instructions, on which a computer program is stored. For example, a memory containing instructions that can be executed by a processor of a computer device to perform the above-described method. For example, the non-transitory computer-readable storage medium may be a ROM, random access memory (RAM), CD-ROM, magnetic tape, floppy disk, and optical data storage device, etc. When the computer program is executed by the processor, it can implement the steps in an embodiment of a method for obtaining the lateral bearing capacity of a prefabricated composite wall. Specific implementation methods can be found in the method embodiments, which will not be repeated here.

[0165] Those skilled in the art will understand that embodiments of the present invention can provide methods, systems, or computer program products. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention can take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0166] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, as well as combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0167] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0168] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0169] It should be noted that the specific embodiments described above enable those skilled in the art to more fully understand the present invention, but do not limit the present invention in any way. Therefore, although the present invention has been described in detail in this specification and embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the present invention; and all technical solutions and improvements that do not depart from the spirit and scope of the present invention are covered within the protection scope of the present invention patent. No reference numerals in the claims should be construed as limiting the scope of the claims. Any simple variations or equivalent substitutions of technical solutions that can be readily obtained by those skilled in the art within the scope of the technology disclosed in the present invention are within the protection scope of the present invention.

Claims

1. A method for obtaining the lateral bearing capacity of a prefabricated composite wall, characterized in that, Includes the following steps: Obtain the ultimate bending moment of the frame column and the height of the shear wall, and calculate the lateral bearing capacity of the concrete-filled steel tube frame column based on the ultimate bending moment of the frame column and the height of the shear wall. The lateral bearing capacity provided by concrete and masonry blocks is calculated by obtaining their material and geometric parameters; the lateral bearing capacity of rib beams and rib columns is calculated by obtaining their material and geometric parameters; and the lateral bearing capacity of the intermediate wall panel is obtained based on the lateral bearing capacity provided by concrete and masonry blocks and the lateral bearing capacity of rib beams and rib columns. The lateral bearing capacity of the prefabricated composite wall is calculated by summing the lateral bearing capacity provided by the steel-concrete composite frame column and the lateral bearing capacity of the intermediate wall panel, and introducing a synergistic working factor. The specific formula is as follows: ； in, β For collaborative work coefficient, a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represent the effects of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall. λ The aspect ratio is [missing information]. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. A c 、A q These are the cross-sectional areas of the concrete and masonry blocks in the wall, respectively. f yh Design strength for the reinforcing bars of the rib beam; A sh This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. f yv Design strength for ribbed steel reinforcement; A sv This represents the cross-sectional area of ​​the ribbed steel reinforcement. α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the ribbed column reinforcement; m This refers to the number of ribs in the wall. n H represents the number of ribbed columns in the wall; H represents the height of the shear wall; M represents the ultimate bending moment of the edge column. The collaborative working coefficient β is calculated based on the connection method and aspect ratio of the wall, specifically: ； in, a and b γ represents the coefficients corresponding to different wall connection methods; γ is the wall height-to-width ratio.

2. The method for obtaining the lateral bearing capacity of a prefabricated composite wall according to claim 1, characterized in that, The lateral bearing capacity of the concrete-filled steel tubular frame column is calculated based on the ultimate bending moment of the frame column and the height of the shear wall. Specifically; ； Where H is the height of the shear wall. Let be the ultimate bending moment of the frame column.

3. The method for obtaining the lateral bearing capacity of a prefabricated composite wall according to claim 1, characterized in that, The lateral bearing capacity provided by the concrete and blocks is calculated by obtaining the material and geometric parameters of the concrete and blocks. Specifically: ； in, V c The lateral bearing capacity provided to the uncracking zone of concrete; V ck The lateral bearing capacity provided for the cracked zone of concrete; V q The lateral bearing capacity provided for the uncracking zone of the block; V qk The lateral bearing capacity provided for the cracked zone of the masonry block; λ The aspect ratio is [missing information]. f cv 、 f qv These are the compressive strengths of concrete and masonry blocks, respectively. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. A ct 、A qt These represent the areas of the non-cracked concrete and block sections within the wall, respectively. A c 、A q These are the cross-sectional areas of the concrete and masonry blocks in the wall, respectively. a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represents the influence coefficients of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall.

4. The method for obtaining the lateral bearing capacity of a prefabricated composite wall according to claim 1, characterized in that, The lateral bearing capacity of the ribs and ribs is calculated by obtaining the material and geometric parameters of the ribs and ribs. Specifically: ; ; ; in, f yh Design strength for the reinforcing bars of the rib beam; A sh This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. f yv Design strength for ribbed steel reinforcement; A sv This represents the cross-sectional area of ​​the ribbed steel reinforcement. α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the ribbed column reinforcement; m This refers to the number of ribs in the wall. n This refers to the number of ribs in the wall. This refers to the lateral bearing capacity of the rib beam; Lateral bearing capacity of ribbed steel reinforcement.

5. The method for obtaining the lateral bearing capacity of a prefabricated composite wall according to claim 1, characterized in that, The lateral bearing capacity of the intermediate wall panel is obtained based on the lateral bearing capacity provided by the concrete and masonry blocks, and the lateral bearing capacity of the rib beams and rib columns, specifically as follows: ； in, The lateral bearing capacity provided by concrete and blocks This refers to the lateral bearing capacity of the rib beams and rib columns.

6. A system for obtaining the lateral bearing capacity of a prefabricated composite wall, characterized in that, include: The first lateral bearing capacity acquisition module is used to obtain the ultimate bending moment of the frame column and the height of the shear wall, and calculate the lateral bearing capacity of the steel-concrete composite frame column based on the ultimate bending moment of the frame column and the height of the shear wall. The second lateral bearing capacity acquisition module is used to acquire the material and geometric parameters of concrete and blocks to calculate the lateral bearing capacity provided by concrete and blocks; acquire the material and geometric parameters of rib beams and rib columns to calculate the lateral bearing capacity of rib beams and rib columns; and obtain the lateral bearing capacity of the intermediate wall panel based on the lateral bearing capacity provided by concrete and blocks and the lateral bearing capacity of rib beams and rib columns. The lateral bearing capacity module for composite walls is used to sum the lateral bearing capacity provided by the steel-concrete composite frame columns and the lateral bearing capacity of the intermediate wall panels, and introduces a collaborative working coefficient to calculate the lateral bearing capacity of the prefabricated composite wall, specifically through the following formula: ； in, β For collaborative work coefficient, a、b Coefficients related to shear span ratio; α 1 、α 2 、α 3 represent the effects of concrete, masonry blocks, and vertical forces on the lateral bearing capacity of the wall. λ The aspect ratio is [missing information]. f t 、f qt These are the tensile strengths of concrete and masonry blocks, respectively. A c 、A q These are the cross-sectional areas of the concrete and masonry blocks in the wall, respectively. f yh Design strength for the reinforcing bars of the rib beam; A sh This represents the cross-sectional area of ​​the reinforcing bars in the rib beam. f yv Design strength for ribbed steel reinforcement; A sv This represents the cross-sectional area of ​​the ribbed steel reinforcement. α 4 represents the influence coefficient of the rib beam reinforcement; α 5 represents the influence coefficient of the ribbed column reinforcement; m This refers to the number of ribs in the wall. n H represents the number of ribbed columns in the wall; H represents the height of the shear wall; M represents the ultimate bending moment of the edge column. The collaborative working coefficient β is calculated based on the connection method and aspect ratio of the wall, specifically: ； in, a and b γ represents the coefficients corresponding to different wall connection methods; γ is the wall height-to-width ratio.

7. A computer device, comprising a memory, a processor, and a computer program stored in the memory, characterized in that, The processor executes the computer program to implement the steps of the method according to any one of claims 1 to 5.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is loaded by the processor, it is able to perform the steps of the method according to any one of claims 1 to 5.

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