A method for determining the stability of a partition type I-shaped steel plate concrete composite wall member

Abstract

The application discloses a kind of baffle type stability discrimination method of one-word steel plate concrete composite wall component. The stability parameters of the component in plane and out of plane are obtained by calculating and processing the wall component, and the initial stability stress ratio of each is obtained by initializing calculation. The final stability stress ratio is obtained by iterative cycle processing according to the current stability stress ratio. The stability discrimination result of the wall component is obtained by judging and processing the final stability stress ratio obtained by the iteration of in-plane and out-of-plane. The stress ratio initial value formula considering the stability coefficient is introduced by the strength formula stress ratio analytical solution, which greatly improves the iteration efficiency, and the numerical differential form is used to gradually approach the stability stress ratio, which has faster convergence speed.

Description

Technical Field

[0001] This invention belongs to the field of building structure design, specifically relating to a partition-type straight steel plate concrete composite wall component and its stability judgment method. Background Technology

[0002] Steel-concrete composite walls are a type of composite load-bearing component formed by pouring concrete inside closed multi-cavity steel pipes or point-connected double steel plates. Figure 1 This multi-cavity steel-concrete composite wall can be formed by assembling and welding together cold-formed thin-walled steel components such as rectangular steel tubes, U-shaped steel, or narrow-flange channel steel, or multiple T-shaped, L-shaped, or U-shaped steel plate components. The steel-concrete composite wall design allows the double-sided steel plates to serve as formwork during construction, accelerating the process and enabling the concrete and steel plates to share the load after molding, forming a composite load-bearing component. The steel-concrete composite wall contains internal partitions with circular, elliptical, or honeycomb-like holes to facilitate concrete pouring and flow. During stress, under the Poisson effect, the concrete expands laterally under compression. The cavities formed by the steel plates and partitions provide lateral restraint to the internal concrete, effectively improving its compressive strength and ductility. The internal concrete filling also prevents premature local buckling of the steel tubes, resulting in high load-bearing capacity, high ductility, and superior seismic performance.

[0003] Steel-concrete composite walls not only bear vertical loads in building structures but also serve as primary lateral force resisting components. This places them under composite stress, meaning they simultaneously bear axial force, bending moment, and shear force. The stress ratio refers to the ratio of the actual internal force a component bears to its maximum bearing capacity. A stress ratio of 0.5 means the component can withstand twice the current internal force; a stress ratio of 1 indicates the component has reached its ultimate bearing capacity. Typically, for linear formulas, the stress ratio can be obtained by directly substituting the component's internal forces into the formula. However, for nonlinear formulas, the stress ratio of a steel-concrete composite wall component under given internal force conditions cannot be directly obtained. Summary of the Invention

[0004] To obtain a rapid and accurate stability verification formula for the stability stress ratio of a straight-line steel plate concrete composite wall, this invention provides a method for judging the stability of a partition-type straight-line steel plate concrete composite wall under combined stress conditions. The iterative calculation using this method can be combined with existing technologies to ultimately obtain the stability stress ratio result of the straight-line steel plate concrete composite wall.

[0005] The technical solution used in this invention is: 1) For the pre-designed partition-type straight steel plate concrete composite wall component, the in-plane and out-of-plane stability verification parameters of the component are obtained by computer calculation based on the component size and material parameters. The stability verification parameters for the component include stability coefficients along the x-axis and y-axis, the component's regularized slenderness ratio, axial force load ratio, bending moment load ratio, formula exponents, concrete work capacity coefficient, and bearing capacity adjustment coefficient. The x-axis is the horizontal direction extending along the wall, and the y-axis is the horizontal direction extending perpendicular to the wall.

[0006] 2) Initial stability stress ratios of the components are obtained by performing initialization calculations in the computer based on the in-plane and out-of-plane stability verification parameters; 3) The final stable stress ratio is obtained by iteratively processing the current stable stress ratio in the computer. 4) The stability results of the partition-type straight steel plate concrete composite wall component are obtained by combining the final stable stress ratio obtained by the two iterations in the plane and out of the plane in the computer.

[0007] In step 2), specifically: Referring to the analytical solution of the stress ratio from the strength formula and considering the stability coefficient, the initial in-plane and out-of-plane stable stress ratios are calculated using the following formula based on the stability verification parameters of the component: ζ x,0 =2γ(R N / φ x ) 2 / ((α c (R N / φ x )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ x )) 2 +4(1-α c (R) N / φ x ) 2 ) 1 / 2 ) ζ y,0 =2γ(R N / φ y ) 2 / ((α c (R N / φ y )-(1-α c )R M )+(((1-α c )RM -α c (R N / φ y )) 2 +4(1-α c (R) N / φ y ) 2 ) 1 / 2 ) Where, ζ x,0 —Initial in-plane stable stress ratio in step 0; ζ y,0 —Initial out-of-plane stable stress ratio; α c —Concrete work load factor; R N —Axial force load ratio; R M — Bending moment load ratio; φ x —Stability coefficient about the x-axis; φ y —Stability coefficient about the y-axis; γ—Bearing capacity adjustment coefficient. When there is no seismic load combination, the structural importance coefficient is used; when there is a seismic load combination, the bearing capacity seismic adjustment coefficient is used.

[0008] The aforementioned components are partition-type straight steel plate concrete composite wall components.

[0009] In step 3), the specific treatment for the in-plane stable stress ratio is as follows: 31) Based on the current in-plane stable stress ratio ζ x,i Combined with the in-plane axial force load ratio R obtained from step 1), N and the ratio of in-plane bending moment load R M Calculate the in-plane stable stress iteration parameter IPC for the current iteration using the following formula: IPC(ζ x,i )=(γR N / (φ x ζ x,i )) 1+η / (1-α c )-α c γR N / (φ x ζ x,i (1-α c ))+(1+6(γλ nx fR N ) 2 / (π 2 E s 2 ))γRM / ζ x,i -1 In the formula: f—Design value of compressive strength of the steel material of the component; λ nx —The slenderness ratio of the component about the x-axis is regularized; n represents regularization; E s —The elastic modulus of steel is taken as 206000MPa; η—Formula exponent; IPC() is an in-plane stable stress iteration function with respect to ζ; 32) Based on the preset allowable tolerance TOL, the in-plane stable stress iteration parameter IPC obtained in the i-th iteration of the current step is judged, and then the in-plane stable stress ratio ζ is optimized. x,i : When|IPC(ζ x,i When |≤TOL, the current in-plane stable stress ratio ζ x,i As the final in-plane stable stress ratio result, proceed directly to step 4); that is, to give the in-plane stable stress ratio result.

[0010] When|IPC(ζ x,i If )|>TOL, proceed to the next iteration; otherwise, proceed to the next iteration with the in-plane stable stress ratio ζ of the current iteration. x,i The optimization process yields the in-plane stable stress ratio ζ for the next iteration. x,i+1 .

[0011] The in-plane stable stress ratio ζ in step 32) x The optimization process is as follows: 321) Based on the preset differential step size Δ, and based on the in-plane stable stress ratio ζ of the current i-th iteration... x,i The in-plane stability stress ratio ζ for the (i+1)th iteration is obtained using the following formula. x,i+1 : ζ x,i+1 =ζ x,i -IPC(ζ) x,i )Δ / (IPC(ζ x,i +Δ)-IPC(ζ x,i )) 322) The in-plane stable stress ratio ζ obtained in step 321) for the (i+1)th iteration x,i+1 Make a judgment: If ζ x,i+1 <0, then according to formula ζ x,i+1 =ζ x,i / 2 Recalculate to obtain the in-plane stable stress ratio ζ in the (i+1)th iteration. x,i+1Otherwise, the in-plane stability stress ratio ζ remains unchanged. x,i+1 Ensure the stress ratio satisfies the physical requirement of being greater than 0.

[0012] 323) Based on the in-plane stable stress ratio ζ of the next (i+1)th iteration. x,i+1 Returning to step 31), recalculate the in-plane stable stress iteration parameter IPC(ζ) for the (i+1)th iteration. x,i+1 The judgment and processing are performed, and steps 31) to 32) are repeated continuously until the in-plane stable stress iteration parameters satisfy the condition that the absolute value of the in-plane stable stress iteration parameters is less than or equal to the allowable tolerance TOL, that is, until |IPC(ζ) x )|≤TOL, until convergence, and the in-plane stable stress ratio of the final iteration step is used as the final in-plane stable stress ratio.

[0013] In step 3), regarding the out-of-plane stable stress ratio, according to (γR) N / φ y ) and α c The size relationship can be divided into two cases: When (γR) N / φ y )≤α c The final stable stress ratio can be directly calculated using the following formula: ; Where, λ ny — The slenderness ratio of the component about the y-axis; n represents regularization.

[0014] When (γR) N / φ y )>α c At that time, the final out-of-plane stable stress ratio is obtained through iterative loop processing. The specific processing method is as follows: 3.1) Based on the current out-of-plane stable stress ratio ζ y,i Combined with the in-plane axial force load ratio R obtained from step 1), N and the ratio of in-plane bending moment load R M Calculate the out-of-plane stable stress iteration parameter OPC for the current iteration using the following formula: OPC(ζ y,i )=(γR N / (φ y ζ y,i (1-α c )))(γR N / (φ y ζ y,i )-α c )+ (γR M / ζ y,i ) (1+λny) -1 In the formula: OPC() is an out-of-plane stable stress iteration function with respect to ζ.

[0015] 3.2) Based on the preset allowable tolerance TOL, the out-of-plane stable stress iteration parameter OPC obtained in the i-th iteration of the current step is judged, and then the current out-of-plane stable stress ratio ζ is optimized. y,i : When |OPC(ζ) y,i When |≤TOL, the current out-of-plane stable stress ratio ζ y,i As the final out-of-plane stable stress ratio result, proceed directly to step 4); that is, to give the out-of-plane stable stress ratio result.

[0016] When |OPC(ζ) y,i If )|>TOL, proceed to the next iteration; otherwise, proceed to the next iteration with the out-of-plane stable stress ratio ζ of the current iteration. y,i The optimization process yields the out-of-plane stable stress ratio ζ for the (i+1)th iteration. y,i+1 .

[0017] The out-of-plane stable stress ratio ζ in step 3.2) y The optimization process is as follows: 3.2.1) Based on the preset differential step size Δ, and based on the out-of-plane stable stress ratio ζ of the current i-th iteration... y,i The out-of-plane stability stress ratio ζ for the (i+1)th iteration is obtained using the following formula. y,i+1 : ζ y,i+1 =ζ y,i -OPC(ζ) y,i )Δ / (OPC(ζ y,i +Δ)-OPC(ζ y,i )) 3.2.2) The out-of-plane stable stress ratio ζ obtained in step 3.2.1) for the (i+1)th iteration y,i+1 Make a judgment: If ζ y,i+1 <0, then according to formula ζ y,i+1 =ζ y,i / 2 Recalculate to obtain the out-of-plane stable stress ratio ζ in the (i+1)th iteration. y,i+1 Otherwise, the out-of-plane stability stress ratio ζ remains unchanged. y,i+1 Ensure that the stress ratio is greater than 0 in physical terms.

[0018] 3.2.3) Based on the out-of-plane stable stress ratio ζ of the next (i+1)th iteration. y,i+1 Returning to step 3.1), recalculate the out-of-plane stable stress iteration parameter IPC(ζ) for the (i+1)th iteration. y,i+1The judgment and processing are performed, and steps 31) to 32) are repeated continuously until the absolute value of the out-of-plane stable stress iteration parameter is less than or equal to the allowable tolerance TOL, that is, until |IPC(ζ) y )|≤TOL, until convergence, and the out-of-plane stable stress ratio of the final iteration step is used as the final out-of-plane stable stress ratio.

[0019] Step 4) specifically involves: 41) Calculate the final stability stress ratio of the diaphragm-type straight steel plate concrete composite wall member, taking the larger value between the final in-plane stability stress ratio and the final out-of-plane stability stress ratio, i.e.: ζ=max(ζ x , ζ y ) Where max represents the function that takes the larger value, ζ x and ζ y These represent the final in-plane stable stress ratio and the final out-of-plane stable stress ratio, respectively. 42) Compare the final stable stress ratio ζ with 1 to determine: If the final stable stress ratio ζ is less than 1, then the wall stability of the designed partition-type straight steel plate concrete composite wall component meets the stress requirements. If the final stable stress ratio ζ is greater than or equal to 1, the wall stability of the designed partition-type straight steel plate concrete composite wall component does not meet the requirements, and a redesign is required.

[0020] The partition-type straight steel plate concrete composite wall component is a multi-cavity steel pipe wall with steel partitions and steel panels, and the interior is filled with concrete. The outer perimeter of the multi-cavity steel pipe wall is all steel panels. The inner cavity of the multi-cavity steel pipe wall is divided into multiple inner cavities by multiple steel partitions arranged at intervals along the horizontal length of the wall. Each inner cavity is filled with concrete, and the inner cavities are connected to each other.

[0021] The partition-type straight steel plate concrete composite wall component is either a straight steel plate concrete composite wall component with T-shaped steel plate components or a straight steel plate concrete composite wall component with honeycomb perforated partitions.

[0022] The partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component, mainly composed of T-shaped steel plate components and L-shaped steel plate components. Multiple T-shaped steel plate components are divided into two groups of first T-shaped steel plate component groups. The two groups of first T-shaped steel plate component groups are arranged on both sides of the straight length direction with their webs facing each other. The flanges of each T-shaped steel plate component in each group of first T-shaped steel plate component groups are welded and fixedly connected in sequence along the straight length direction and are set in the same direction with their webs facing the same side. Two sets of first T-shaped steel plate assembly groups are staggered along the length of a straight line and connected to each other, so that the web of each T-shaped steel plate assembly in one set of first T-shaped steel plate assembly groups is connected to the weld between two adjacent T-shaped steel plate assemblies in the other set of first T-shaped steel plate assembly groups; Finally, L-shaped steel plate components are welded to both ends of the two sets of first T-shaped steel plate components connected along the length of the straight line, so that the ends are enclosed and closed.

[0023] The T-shaped steel plate assembly is mainly composed of two flat steel plates, one flange plate and one web plate, which are erected and fixedly connected perpendicularly to each other in a T-shape. The inner surface of the web plate connected in the T-shape is used as the inner surface, and studs are fixedly installed on the inner surface. The L-shaped steel plate assembly is mainly composed of two flat steel plates, a flange plate and an end plate, which are erected and fixedly connected perpendicularly to each other in an L-shape, or it is composed of a flat steel plate bent into an L-shape, with studs fixedly installed on the inner surface of the L-shape.

[0024] Both the T-shaped steel plate assembly and the L-shaped steel plate assembly are connected with studs; multiple studs are provided on both sides of the web, and the multiple studs are equally spaced along the length of the web surface. Each web plate is provided with multiple through holes, which are equally spaced along the length of the web plate surface. The through holes are either round holes or honeycomb holes.

[0025] The partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component with honeycomb perforated partitions. It includes a rectangular steel pipe and a rolled-edge U-shaped strip assembly with honeycomb perforated partitions, which is composed of multiple rolled-edge U-shaped steel plate assemblies with honeycomb perforations and a rolled-edge U-shaped steel plate. The U-shaped openings of the multiple rolled-edge U-shaped steel plate assemblies with honeycomb perforations and the U-shaped opening of the rolled-edge U-shaped steel plate are arranged in the same direction and are sequentially welded together in a straight line to form a rolled-edge U-shaped strip assembly. One end of the opening of the rolled-edge U-shaped strip assembly is welded to one side of the rectangular steel pipe.

[0026] It includes multiple rolled U-shaped steel plate assemblies with honeycomb holes. The multiple rolled U-shaped steel plate assemblies with honeycomb holes are welded together in sequence along the direction. Then, the end of the whole without honeycomb holes is connected to the side of the rectangular steel pipe, and the end of the whole with honeycomb holes is connected to the rolled U-shaped steel plate. The U-shaped steel plate assembly with honeycomb holes is formed by dividing a flat steel plate into two plates in a sawtooth shape and then bending them into an L-shape and welding them together, or by bending a flat steel plate into a U-shape and then opening honeycomb holes; one end of the U-shaped steel plate assembly with honeycomb holes is a U-shaped opening, and the other end is a steel plate with honeycomb holes. The rolled-edge U-shaped steel plate is formed by bending a flat steel plate into a U-shape, and the two ends of the rolled-edge U-shaped steel plate are welded to an outer side of the rolled-edge U-shaped steel plate assembly with honeycomb holes.

[0027] Technical principle of the invention: 1. Using the analytical solution of the stress ratio from the reference strength formula and considering the calculation result of the stability coefficient as the initial stress ratio iteration value will effectively improve the iteration efficiency and accuracy.

[0028] 2. Transform the solution equation into a function of stress ratio, and perform differential iteration to approximate the zero point, finally iterating to obtain the stress ratio result of the component.

[0029] The beneficial effects of this invention are reflected in: 1. An analytical solution for the stress ratio from the strength formula and an initial value formula for the stress ratio considering the stability coefficient are introduced, greatly accelerating the iteration efficiency. Moreover, the numerical differential form is used to gradually approximate the stable stress ratio, resulting in faster convergence. The stable stress ratio in the plane and the stable stress ratio out of the plane can be calculated separately.

[0030] 2. The steel-concrete composite wall structure with T-shaped components uses the web of the T-shaped steel plate components as partitions. Multiple T-shaped components are welded together via flanges. Compared to the traditional method of welding the partitions and panels separately, this significantly reduces the number of welds, greatly reduces the welding workload, significantly improves processing efficiency, and significantly reduces production costs. Moreover, the flanges and webs can use steel plates of different thicknesses, thus effectively saving steel consumption and achieving better economic efficiency.

[0031] 3. The construction and manufacturing method of steel-concrete composite wall with honeycomb perforated partitions: Honeycomb perforations are formed at the partitions, facilitating the flow of concrete during pouring. Compared with traditional steel-concrete composite walls with partitions, multiple cavities can be poured at once, thus significantly shortening the concrete pouring time during construction. The rolled-edge U-shaped steel plate components are made by cutting, deforming, and reassembling straight steel plates. During processing, no opening waste is generated due to the formation of honeycomb perforations, resulting in minimal steel waste and improving the steel utilization rate of the partitions, making it more economical.

[0032] This invention can be widely applied to various buildings that use straight steel plate concrete composite wall components. Attached Figure Description

[0033] Figure 1 This is a schematic diagram of a straight steel plate concrete composite wall component to which this invention applies; Figure 2 This is a flowchart of the method of the present invention; Figure 3 A structural schematic diagram of a straight steel plate concrete composite wall component with T-shaped members; Figure 4 Diagram showing the structure and fabrication process of a T-shaped steel plate assembly; Figure 5 This is a diagram showing the structure and manufacturing process of an L-shaped steel plate assembly. Figure 6A structural schematic diagram of a straight steel-concrete composite wall component with honeycomb perforated partitions; Figure 7 for Figure 6 AA diagram; Figure 8 This is a structural diagram illustrating the fabrication process of a rolled-edge U-shaped steel plate assembly with honeycomb holes.

[0034] In the figure: multi-cavity steel pipe wall (0), straight steel plate concrete composite wall component with T-shaped steel plate assembly (1), straight steel plate concrete composite wall component with honeycomb hole partition (2), steel partition (3), steel panel (4), concrete (5); T-shaped steel plate assembly (11), L-shaped steel plate assembly (12), flat steel plate (14), stud (15), concrete (16), weld (19); rectangular steel pipe (21), rolled edge U-shaped steel plate assembly with honeycomb hole (22), rolled edge U-shaped steel plate (23), concrete (24), stud (25), weld (26), honeycomb hole (27), square steel pipe (28), flat steel plate (29). Detailed Implementation

[0035] The present invention will be further described in detail below with reference to the embodiments.

[0036] like Figure 1 As shown, the partition-type straight steel plate concrete composite wall component is a multi-cavity steel pipe wall 0 with steel partitions 3 and steel panels 4, and with concrete 5 poured inside; the outer periphery of the multi-cavity steel pipe wall 0 is all steel panels 4, and the inner cavity of the multi-cavity steel pipe wall 0 is divided into multiple inner cavities by multiple steel partitions 3 arranged at intervals along the horizontal length of the wall, and each inner cavity is filled with concrete 5, and the inner cavities are either connected or not connected.

[0037] The partition-type straight steel plate concrete composite wall component is either a straight steel plate concrete composite wall component 1 with T-shaped steel plate components or a straight steel plate concrete composite wall component 2 with honeycomb perforated partitions.

[0038] The composite stress state of a straight steel plate concrete composite wall component is that the straight steel plate composite wall simultaneously bears in-plane axial compression and bending moment. Recommended construction methods for straight steel plate concrete composite wall components include: assembling and welding multiple T-shaped, L-shaped, or other steel plate components to form a steel plate concrete composite wall with T-shaped components; or assembling multiple U-shaped steel plate components with honeycomb holes and welded rectangular steel pipes to form a steel plate concrete composite wall with honeycomb hole partitions.

[0039] like Figure 3As shown, the partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component, mainly composed of T-shaped steel plate components 11 and L-shaped steel plate components 12. Multiple T-shaped steel plate components 11 are divided into two groups of staggered first T-shaped steel plate component groups. The two groups of first T-shaped steel plate component groups are arranged on both sides of the straight length direction with the web plates 142 facing each other. The flange plates 141 of each T-shaped steel plate component 11 in each group of first T-shaped steel plate component groups are welded and fixedly connected in sequence along the straight length direction and are set in the same direction with the web plates 142 facing the same side. Two sets of first T-shaped steel plate assembly groups are staggered along the length direction of a straight line and connected to each other, so that the web plate 142 of each T-shaped steel plate assembly 11 in one set of first T-shaped steel plate assembly groups is connected to the weld between two adjacent T-shaped steel plate assemblies 11 in another set of first T-shaped steel plate assembly groups; Finally, L-shaped steel plate components 12 are welded to both ends of the two sets of first T-shaped steel plate components connected along the straight length direction, so that the ends are enclosed and closed. The final structure is a steel plate concrete composite wall structure with an external enclosure and an internal structure divided into multiple cavities by the web 142.

[0040] Specifically, the flange plates 141 of the L-shaped steel plate assembly 12 and the flange plates 141 of the T-shaped steel plate assembly 11 are arranged in parallel and welded together. That is, the end of the flange plate 141 of the L-shaped steel plate assembly 12 that is not connected to the end plate 143 is welded to one end of the flange plate 141 of one side of the T-shaped steel plate assembly 11 and the web plate 142 of the other side of the T-shaped steel plate assembly 11 with the same weld 19. The end of the end plate 143 of the L-shaped steel plate assembly 12 that is not connected to the flange plate 141 is welded to the outer end of the flange plate 141 of the other side of the T-shaped steel plate assembly 11.

[0041] like Figure 4 As shown, the T-shaped steel plate assembly 11 is mainly composed of two flat steel plates 14, one flange plate 141 and one web plate 142, which are erected and fixedly connected to each other in a T-shape perpendicular to each other. The inner surface of the T-shaped connection web plate 142 is used as the inner surface, and studs 15 are fixedly installed on the inner surface. That is, studs 15 are fixedly installed on the inner surface of the T-shaped steel plate assembly 11 after splicing the steel plate concrete composite wall structure. Studs are welded to the flat steel plate 14. Circular, elliptical, or honeycomb-shaped holes can be pre-drilled in the steel plate serving as the web 142. Subsequently, the flat steel plates 14 are welded together to form a T-shaped assembly.

[0042] Specifically, the T-shaped steel plate assembly 11 includes two flat steel plates 14: a horizontal flat steel plate 14 and a vertical flat steel plate 14. The horizontal flat steel plate 14 and the vertical flat steel plate 14 serve as a flange plate 141 and a web plate 142, respectively. One end of the web plate 142 is vertically and welded to the middle of one side surface of the flange plate 141 to form a T-shape. Studs 15 are welded to both sides of the web plate 142. Studs 15 are also welded to both sides of the web plate 142 on the surface where the flange plate 141 connects to the web plate 142. Multiple studs 15 are provided on each surface, and the studs 15 are evenly spaced along the length direction of the surface, i.e., the length direction of the flat steel plate 14.

[0043] like Figure 5 As shown, the L-shaped steel plate assembly 12 is mainly composed of two flat steel plates 14, a flange plate 141 and an end plate 143, which are erected and fixedly connected perpendicularly to each other in an L-shape, or it is composed of a flat steel plate 14 bent into an L-shape, and studs 15 are fixedly installed on the inner surface of the L-shape. That is, studs 15 are fixedly installed on the inner surface of the L-shape of the L-shaped steel plate assembly 12 after splicing the steel plate concrete composite wall structure.

[0044] Specifically, the L-shaped steel plate assembly 12 includes two flat steel plates 14: a horizontal flat steel plate 14 and a vertical flat steel plate 14. The horizontal flat steel plate 14 and the vertical flat steel plate 14 serve as a flange plate 141 and an end plate 143, respectively. The flange plate 141 and the end plate 143 are welded and fixedly connected at one end perpendicularly to form an L-shape. Studs 15 are welded to the inner surface of both flat steel plates 14. Multiple studs 15 are provided on each surface, and the studs 15 are evenly spaced along the length direction of the surface, i.e., the length direction of the flat steel plate 14.

[0045] Both the T-shaped steel plate assembly 11 and the L-shaped steel plate assembly 12 are connected with studs 15; both sides of the web plate 142 are provided with multiple studs 15, which are evenly spaced along the length of the web plate 142 surface. Multiple through holes can be provided on the web plate 142. The through holes are evenly spaced along the length of the web plate 142 surface and can be round holes or honeycomb holes. The through holes are used for communication between the inner cavities, allowing concrete 16 to be poured from one inner cavity and flow into other inner cavities.

[0046] The construction process of the straight steel plate concrete composite wall component with T-shaped steel plate assembly of the present invention is as follows: T-shaped steel plate assembly 11 and L-shaped steel plate assembly 12 are prefabricated in the factory, and then the steel structure module part of the straight steel plate concrete composite wall component is constructed by the T-shaped steel plate assembly 11 and L-shaped steel plate assembly 12 in the factory. After the steel structure module part is completed, it is transported to the construction site and concrete is poured into the internal cavity to form the final steel plate concrete composite wall component.

[0047] like Figure 6 and Figure 7 As shown, the partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component with honeycomb perforated partitions. It includes a rectangular steel pipe 21 and a rolled edge U-shaped strip assembly with honeycomb perforated partitions, which is composed of multiple rolled edge U-shaped steel plate assemblies 22 with honeycomb perforations and a rolled edge U-shaped steel plate 23. The U-shaped openings of the multiple rolled edge U-shaped steel plate assemblies 22 with honeycomb perforations and the U-shaped opening of the rolled edge U-shaped steel plate 23 are arranged in the same direction and welded together in a straight line to form a rolled edge U-shaped strip assembly. One end of the opening of the rolled edge U-shaped strip assembly is welded to one side of the rectangular steel pipe 21.

[0048] It includes multiple rolled U-shaped steel plate assemblies 22 with honeycomb holes, which are welded together in sequence along the direction. Then, the end of the whole without honeycomb holes 27 is connected to the side of the rectangular steel pipe 21, and the end of the whole with honeycomb holes 27 is connected to the rolled U-shaped steel plate 23. The cavity formed by the rolled-edge U-shaped steel plate 23 is also connected to the inner cavity of an adjacent rolled-edge U-shaped steel plate assembly 22 with honeycomb holes via honeycomb holes 27; the inner cavity of the rectangular steel pipe 21 is independent of the inner cavity formed by the rolled-edge U-shaped steel plate assembly 22 and connected by honeycomb holes, and they are not connected to each other, and the inside is filled with concrete 24.

[0049] The rolled-edge U-shaped steel plate assembly 22 with honeycomb holes is formed by dividing a flat steel plate 29 into two plates in a sawtooth shape and then bending them into an L-shape and welding them together, or by bending a flat steel plate 29 into a U-shape and then opening honeycomb holes 27; one end of the rolled-edge U-shaped steel plate assembly 22 with honeycomb holes is a U-shaped opening, and the other end is a steel plate with honeycomb holes 27. Specifically, such as Figure 8 As shown, a flat steel plate 29 is divided into two single plates along a serrated line. The two single plates have matching serrated edges on opposite sides, and a diagonal section is cut off. The two steel plates are then bent into an approximate L-shape and fixed studs 25 are welded to the inner wall. Finally, the two steel plates are arranged with their respective serrated edges facing each other and welded together with weld seam 26, so that the two steel plates are fixedly connected. Honeycomb holes 27 are formed at the concave-concave part of the serrated edges, thereby forming a rolled edge U-shaped steel plate assembly 22 with honeycomb holes.

[0050] The rolled edge U-shaped steel plate 23 is formed by bending a flat steel plate 29 into a U-shape. The two ends of the rolled edge U-shaped steel plate 23 are welded to an outer side of the rolled edge U-shaped steel plate assembly 22 with honeycomb holes to form a cavity.

[0051] The inner wall of the rectangular steel pipe 21 is fixedly welded with studs 25, the inner walls of the rolled edge U-shaped steel plate assembly 22 with honeycomb holes are fixedly welded with studs 25 on both sides, and the inner walls of the rolled edge U-shaped steel plate 23 are fixedly welded with studs 25 on both sides and the middle inner wall.

[0052] The construction process of the straight steel plate concrete composite wall component with honeycomb perforated partition of the present invention is as follows: firstly, rectangular steel pipe 21, rolled edge U-shaped steel plate assembly 22 with honeycomb perforated partition, and rolled edge U-shaped steel plate 23 are prefabricated in the factory. Then, the steel structure module part of the straight steel plate concrete composite wall component with honeycomb perforated partition is constructed in the factory using the rectangular steel pipe 21, rolled edge U-shaped steel plate assembly 22 with honeycomb perforated partition, and rolled edge U-shaped steel plate 23. After the steel structure module part is completed, it is transported to the construction site and concrete is poured into the internal cavity to form the final steel plate concrete composite wall component.

[0053] like Figure 2 As shown, embodiments of the present invention are as follows: Example 1: The embodiment and specific steps of the iterative solution of the stable stress ratio of the present invention are as follows: like Figure 1 As shown, the straight steel plate concrete composite wall is composed of a multi-cavity steel pipe wall 0 and an internally poured concrete 5.

[0054] Choose α c =0.3, λ x =10, λ y A numerical example analysis was conducted on a component with a strength of 80, a pressure of f = 355 MPa, and a γ = 1.0. First, the analysis was performed under all load combinations to identify the most unfavorable load combination.

[0055] Based on the member information and the most unfavorable combination of working conditions, we obtain: R N =0.4, R M =0.55, φ x =0.995, φ y =0.566 Stress ratio calculation process as follows Figure 2 As shown, the initial stress ratio is first calculated by referring to the analytical solution of the strength formula and considering the stability coefficient: ζ x,0 =2γ(R N / φ x ) 2 / ((α c (R N / φ x )-(1-α c )R M )+(((1-α c )R M -αc (R N / φ x )) 2 +4(1-α c (R) N / φ x ) 2 ) 1 / 2 )=0.7050 ζ y,0 =2γ(R N / φ y ) 2 / ((α c (R N / φ y )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ y )) 2 +4(1-α c (R) N / φ y ) 2 ) 1 / 2 )=0.9774 A) Calculate the in-plane stability stress ratio ζ x When the time comes, substitute the following formula for iterative calculation: IPC(ζ x,0 )=(γR N / (φ x ζ x,0 )) 1+η / (1-α c )-α c γR N / (φ x ζ x,0 (1-α c ))+(1+6(γλ nx fR N ) 2 / (π 2 E s 2 ))γR M / ζ x,0 -1 = 1.265 × 10 -2 |IPC(ζ x,0 )|=1.265×10 -2 >TOL=10 -8 If the condition is not met, proceed to the next iteration. Set the differential step size to Δ=10. -6 Then the ζ in step 1x,1 for: ζ x,1 =ζ x,0 -IPC(ζ) x,0 )Δ / (IPC(ζ x,0 +Δ)-IPC(ζ x,0 ))=0.7111 Calculate IPC(ζ) x,1 ),Right now: IPC(ζ x,1 )=(γR N / (φ x ζ x,1 )) 1+η / (1-α c )-α c γR N / (φ x ζ x,1 (1-α c ))+(1+6(γλ nx fR N ) 2 / (π 2 E s 2 ))γR M / ζ x,1 -1 = 1.406 × 10 -4 |IPC(ζ x,1 )|=1.406×10 -4 >TOL=10 -8 Then proceed to the next iteration, and continue iterating until the in-plane stable stress ratio that satisfies the convergence condition is obtained. The iteration process is shown in Table 1.

[0056] B) Calculate the out-of-plane stability stress ratio ζ y hour, (γR N / φ y )=0.707>α c =0.3 Therefore, we substitute the following formula into the iterative calculation: OPC(ζ y,0 )=(γR N / (φ y ζ y,0 (1-α c )))(γR N / (φ y ζ y,0 )-α c )+ (γR M / ζ y,0 ) (1+λny) -1 = -0.256 |IPC(ζ y,0 )| = 0.256 > TOL = 10 -8 ; If not satisfied, proceed to the next iteration. Take the differential step size as Δ = 10 -6 , then the ζ at the first step y,1 is as follows: ζ y,1 = ζ y,0 − OPC(ζ y,0 )Δ / (OPC(ζ y,0 + Δ) − OPC(ζ y,0 )) = 0.8394 Calculate OPC(ζ y,1 ), that is: OPC(ζ y,1 ) = (γR N / (φ y ζ y,1 (1 − α c )))(γR N / (φ y ζ y,1 ) − α c ) + (γR M / ζ y,1 ) (1+λny) − 1 = 7.139×10 -2 |IPC(ζ y,1 )| = 7.139×10 -2 > TOL = 10 -8 , enter the next iteration, and iterate in this way until the out - of - plane stable stress ratio that meets the convergence condition is obtained. The iteration process is shown in Table 1.

[0057] Table 1 Iteration process of the stable stress ratio in Example 1

[0058] As can be seen from Table 1, after 4 rounds of iteration, the calculated value of the in - plane formula |IPC| < TOL and the accuracy is already very accurate. After 5 rounds of iteration, the calculated value of the out - of - plane formula |OPC| < TOL and the accuracy is already very accurate. The stable stress ratio calculated by iteration takes the larger value of the two, and the final stress ratio of the H - shaped steel - concrete composite wall under the combined stress state is ζ = max(ζ x , ζ y=max(0.7112, 0.8642) = 0.8642. According to the concept of stress ratio, the component can withstand a maximum of 1 / 0.8642 = 1.16 times the current internal force. If we directly use the values ​​of 0.6188 and 0.7033 obtained from the left side of the inequality of the in-plane stability check formula and the out-of-plane stability check formula to measure the stress state of the component, it is obviously an underestimation of the actual load effect compared with the true stress ratio, and is therefore unsafe.

[0059] In addition, the iterative process when the initial value of the stability stress ratio is directly taken as 1.0 is given in Table 2: Table 2. Iterative process of stable stress ratio in Example 1 (initial value is 1.0)

[0060] Table 2 shows that 6 and 5 iterations are required for the in-plane and out-of-plane stable stress ratios to converge, respectively, with relatively large residuals (IPC and OPC) in the early steps. This method, which uses the analytical solution of the stress ratio from the reference strength formula of this invention and considers the stability coefficient as the initial stress ratio iteration value, is slower. In this example, the actual stress ratio of 0.8642 is close to the initial value of 1.0; this phenomenon will be more pronounced when the stress ratio is small.

[0061] Example 2: The embodiment and specific steps of the iterative solution of the stable stress ratio of the present invention are as follows: like Figure 1 As shown, the straight steel plate concrete composite wall is composed of a multi-cavity steel pipe wall 0 and an internally poured concrete 5.

[0062] Choose α c =0.35, λ x =20, λ y A numerical example analysis was conducted on a component with a strength of 60, a pressure of f = 355 MPa, and a γ = 1.0. First, the analysis was performed under all load combinations to identify the most unfavorable load combination.

[0063] Based on the member information and the most unfavorable combination of working conditions, we obtain: R N =0.1, R M =0.15, φ x =0.9547, φ y =0.7278 Stress ratio calculation process as follows Figure 2 As shown, the initial stress ratio is first calculated by referring to the analytical solution of the strength formula and considering the stability coefficient: ζ x,0 =2γ(R N / φ x )2 / ((α c (R N / φ x )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ x )) 2 +4(1-α c )(R N / φ x ) 2 ) 1 / 2 ) = 0.1849 ζ y,0 = 2γ(R N / φ y ) 2 / ((α c (R N / φ y )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ y )) 2 +4(1-α c )(R N / φ y ) 2 ) 1 / 2 ) = 0.2126 A) Calculate the stable stress ratio ζ in the plane x When calculating, substitute it into the following formula for iterative calculation: IPC(ζ x,0 )=(γR N / (φ x ζ x,0 )) 1+η / (1 - α c ) - α c γR N / (φ x ζ x,0 (1 - α c ))+(1 + 6(γλ nx fR N ) 2 / (π 2 E s 2 ))γR M / ζ x,0 - 1 = 5.132×10-2 |IPC(ζ x,0 )|=5.132×10 -2 >TOL=10 -8 If the condition is not met, proceed to the next iteration. Set the differential step size to Δ=10. -6 Then the ζ in step 1 x,1 for: ζ x,1 =ζ x,0 -IPC(ζ) x,0 )Δ / (IPC(ζ x,0 +Δ)-IPC(ζ x,0 ))=0.1912 Calculate IPC(ζ) x,1 ),Right now: IPC(ζ x,1 )=(γR N / (φ x ζ x,1 )) 1+η / (1-α c )-α c γR N / (φ x ζ x,1 (1-α c ))+(1+6(γλ nx fR N ) 2 / (π 2 E s 2 ))γR M / ζ x,1 -1 = 2.145 × 10 -3 |IPC(ζ x,1 )|=2.145×10 -3 >TOL=10 -8 Then proceed to the next iteration, and repeat this process until the in-plane stable stress ratio that satisfies the convergence condition is obtained. The iteration process is shown in Table 3.

[0064] B) Calculate the out-of-plane stability stress ratio ζ y hour, (γR N / φ y ) = 0.1374 ≤ α c =0.35 Therefore, the out-of-plane stability stress ratio can be directly calculated using the formula: ; Table 3. Iterative Process of Stable Stress Ratio in Example 2

[0065] As can be seen from Table 3, after 4 rounds of iteration, the calculated value of the in-plane formula |IPC| < TOL and the accuracy is already very accurate. The calculated stress ratio of the out-of-plane formula is directly obtained from the formula. The stable stress ratio calculated by iteration takes the larger value of the two, and the final stress ratio of the I-shaped steel-concrete composite wall under the combined stress state is ζ = max(ζ x , ζ y ) = max(0.1915, 0.1965) = 0.1965. According to the concept of stress ratio, at this time, the component can withstand a maximum of 1 / 0.1958 = 5.1 times the current internal force. If the value 0.1186 obtained by directly calculating the left side of the inequality of the in-plane stability check formula is used to measure the stress state of the component, it is obviously an underestimation of the actual load effect compared with the true stress ratio, and it is on the unsafe side.

[0066] In addition, the iteration process when the initial value of the stable stress ratio is directly taken as 1.0 is given in Table 4 as follows: Table 4 Iteration process of the stable stress ratio in Example 2 (initial value taken as 1.0)

[0067] It can be seen from Table 4 that it takes 8 rounds of iteration for the in-plane stable stress ratio to converge, and the residual IPC is relatively large in the first few steps. Compared with the method of using the analytical solution of the stress ratio of the reference strength formula of the present invention and considering the calculation result of the stability coefficient as the initial stress ratio iteration value, the iteration is slower.

[0068] Example 3: The embodiments of the iterative solution of the stable stress ratio of the present invention and its specific steps are as follows: As Figure 1 shown, the I-shaped steel-concrete composite wall is composed of a multi-chamber steel pipe wall 0 and the internally poured concrete 5.

[0069] Select components with α c = 0.3, λ x = 30, λ y = 100, f = 355 MPa, γ = 1.0 for example analysis. First, analyze under all working condition combinations to find the most unfavorable working condition combination.

[0070] Based on the member information and the most unfavorable working condition combination, the following are obtained: R N = 0.6, R M = 0.7, φ x = 0.911, φ y = 0.422 The stress ratio calculation process is as Figure 2As shown, the initial stress ratio is first calculated by referring to the analytical solution of the strength formula and considering the stability coefficient: ζ x,0 =2γ(R N / φ x ) 2 / ((α c (R N / φ x )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ x )) 2 +4(1-α c (R) N / φ x ) 2 ) 1 / 2 )=1.0234 ζ y,0 =2γ(R N / φ y ) 2 / ((α c (R N / φ y )-(1-α c )R M )+(((1-α c )R M -α c (R N / φ y )) 2 +4(1-α c (R) N / φ y ) 2 ) 1 / 2 )=1.7461 A) Calculate the in-plane stability stress ratio ζ x When the time comes, substitute the following formula for iterative calculation: IPC(ζ x,0 )=(γR N / (φ x ζ x,0 )) 1+η / (1-α c )-α c γR N / (φ x ζ x,0 (1-α c ))+(1+6(γλ nx fR N )2 / (π 2 E s 2 ))γR M / ζ x,0 -1 = 1.026 × 10 -1 |IPC(ζ x,0 )|=1.026×10 -1 >TOL=10 -8 If the condition is not met, proceed to the next iteration. Set the differential step size to Δ=10. -6 Then the ζ in step 1 x,1 For: ζ x,1 =ζ x,0 -IPC(ζ) x,0 )Δ / (IPC(ζ x,0 +Δ)-IPC(ζ x,0 ))=1.0913 Calculate IPC(ζ) x,1 ),Right now: IPC(ζ x,1 )=(γR N / (φ x ζ x,1 )) 1+η / (1-α c )-α c γR N / (φ x ζ x,1 (1-α c ))+(1+6(γλ nx fR N ) 2 / (π 2 E s 2 ))γR M / ζ x,1 -1 = 7.804 × 10 -3 |IPC(ζ x,1 =7.804×10 -3 >TOL=10 -8 Then proceed to the next iteration, and continue iterating until the in-plane stable stress ratio that satisfies the convergence condition is obtained. The iteration process is shown in Table 1.

[0071] B) Calculate the out-of-plane stability stress ratio ζ y hour, (γR N / φ y )=1.422>α c =0.3 Therefore, we substitute the following formula into the iterative calculation: OPC(ζ y,0 )=(γR N / (φ y ζ y,0 (1-α c )))(γR N / (φ y ζ y,0 )-α c )+ (γR M / ζ y,0 ) (1+λny) -1 = -0.2811 |IPC(ζ y,0 )|=0.2811>TOL=10 -8 If the condition is not met, proceed to the next iteration. Set the differential step size to Δ=10. -6 Then the ζ in step 1 y,1 for: ζ y,1 =ζ y,0 -OPC(ζ) y,0 )Δ / (OPC(ζ y,0 +Δ)-OPC(ζ y,0 ))=1.4773 Calculate OPC(ζ) y,1 ),Right now: OPC(ζ y,1 )=(γR N / (φ y ζ y,1 (1-α c )))(γR N / (φ y ζ y,1 )-α c )+ (γR M / ζ y,1 ) (1+λny) -1 = 8.8771 × 10 -2 |IPC(ζ y,1 )|=8.8771×10 -2 >TOL=10 -8 Then proceed to the next iteration, and continue iterating until the out-of-plane stable stress ratio that satisfies the convergence condition is obtained. The iteration process is shown in Table 5.

[0072] Table 5 Iterative Process of Stable Stress Ratio in Example 3

[0073] As can be seen from Table 5, after 4 rounds of iteration, the calculated value of the in-plane formula |IPC| < TOL and the accuracy is already very accurate. After 5 rounds of iteration, the calculated value of the out-of-plane formula |OPC| < TOL and the accuracy is already very accurate. The stable stress ratio calculated by iteration takes the larger value of the two, and the final stress ratio of the I-shaped steel-concrete composite wall under the combined stress state is ζ = max(ζ x , ζ y ) = max(1.0974, 1.5297) = 1.5297. According to the concept of the stress ratio, at this time, the member can withstand a maximum of 1 / 1.5297 = 0.65 times of the current internal force, so the current member section does not meet the requirements. If the values 1.1390 and 2.7186 calculated directly according to the left side of the inequality of the in-plane stability check formula and the out-of-plane stability check formula are used to measure the stress state of the member, it is obviously not in line with the actual situation compared with the true stress ratio.

[0074] In addition, the iteration process when the initial value of the stable stress ratio is directly taken as 1.0 is given in Table 6 as follows: Table 6 Iteration process of the stable stress ratio in Example 3 (initial value taken as 1.0)

[0075] It can be seen from Table 6 that it takes 5 rounds and 6 rounds of iteration respectively for the in-plane stable stress ratio and the out-of-plane stable stress ratio to converge, and the residuals IPC and OPC are relatively large in the first few steps. The iteration is slower compared with the method of using the analytical solution of the stress ratio of the reference strength formula of the present invention and considering the calculation result of the stability coefficient as the initial stress ratio iteration value.

[0076] The content described in the embodiments of this specification is only a list of the implementation forms of the inventive concept. The protection scope of the present invention should not be regarded as limited to the specific forms stated in the embodiments. The protection scope of the present invention also extends to equivalent technical means that those skilled in the art can think of according to the inventive concept of the present invention.

Claims

1. A method for determining the stability of a partition-type straight steel plate concrete composite wall component, characterized in that: 1) For the pre-designed partition-type straight steel plate concrete composite wall component, calculate and process the component size and material parameters to obtain the in-plane and out-of-plane stability verification parameters of the component. 2) Initial calculations are performed based on the in-plane and out-of-plane stability verification parameters of the components to obtain their respective initial stability stress ratios; 3) Perform iterative processing on the current stable stress ratio to obtain the final stable stress ratio; 4) The stability results of the partition-type straight steel plate concrete composite wall component are obtained by combining the final stable stress ratios obtained from both in-plane and out-of-plane iterations.

2. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: In step 2), specifically: The initial in-plane and out-of-plane stability stress ratios are calculated using the following formula based on the stability verification parameters of the component: g x,0 =2γ(R N / f x ) 2 / ((a c (R N / f x )-(1-a c )R M )+(((1-a c )R M -a c (R N / f x )) 2 +4(1-a c )(R N / f x ) 2 ) 1 / 2 ) g y,0 =2γ(R N / f y ) 2 / ((a c (R N / f y )-(1-a c )R M )+(((1-a c )R M -a c (R N / f y )) 2 +4(1-a c )(R N / f y ) 2 ) 1 / 2 ) Where, ζ x,0 —Initial in-plane stable stress ratio; ζ y,0 —Initial out-of-plane stable stress ratio; α c —Concrete work load factor; R N —Axial force load ratio; R M — Bending moment load ratio; φ x —Stability coefficient in the plane; φ y —Out-of-plane stability coefficient; γ—Bearing capacity adjustment coefficient.

3. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: In step 3), the specific treatment for the in-plane stable stress ratio is as follows: 31) Based on the current in-plane stable stress ratio ζ x,i Combined with the in-plane axial force load ratio R obtained from step 1), N and the ratio of in-plane bending moment load R M Calculate the in-plane stable stress iteration parameter IPC for the current iteration using the following formula: IPC(g x,i )=(γR N / (φ x g x,i )) 1+η / (1-a c )-a c γR N / (φ x g x,i (1-a c ))+(1+6(gl nx fR N ) 2 / (p 2 E s 2 ))γR M / g x,i -1 In the formula: f—Design value of compressive strength of the steel material of the component; λ nx —The slenderness ratio of the component about the x-axis is regularized; n represents regularization; E s —The elastic modulus of steel; η—Formula exponent; IPC() is an in-plane stable stress iteration function with respect to ζ; 32) Based on the preset allowable tolerance TOL, the in-plane stable stress iteration parameter IPC obtained in the i-th iteration of the current step is judged, and then the in-plane stable stress ratio ζ is optimized. x,i : When|IPC(ζ x,i When |≤TOL, the current in-plane stable stress ratio ζ x,i As the final in-plane stable stress ratio result, proceed directly to step 4); When|IPC(ζ x,i When )|>TOL, the in-plane stable stress ratio ζ for the current iteration step x,i The optimization process yields the in-plane stable stress ratio ζ for the next iteration. x,i+1 .

4. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 3, characterized in that: The in-plane stable stress ratio ζ in step 32) x The optimization process is as follows: 321) Based on the preset differential step size Δ, and based on the in-plane stable stress ratio ζ of the current i-th iteration... x,i The in-plane stability stress ratio ζ for the (i+1)th iteration is obtained using the following formula. x,i+1 : g x,i+1 =ζ x,i -IPC(ζ x,i )D / (IPC(g x,i +Δ)-IPC(ζ x,i )) 322) The in-plane stable stress ratio ζ obtained in step 321) for the (i+1)th iteration x,i+1 Make a judgment: If ζ x,i+1 <0, then according to formula ζ x,i+1 =ζ x,i / 2 Recalculate to obtain the in-plane stable stress ratio ζ in the (i+1)th iteration. x,i+1 ; Otherwise, the in-plane stable stress ratio ζ remains unchanged. x,i+1 ; 323) Based on the in-plane stable stress ratio ζ of the next (i+1)th iteration. x,i+1 Returning to step 31), recalculate the in-plane stable stress iteration parameter IPC(ζ) for the (i+1)th iteration. x,i+1 The judgment and processing are performed, and steps 31) to 32) are repeated continuously until the in-plane stable stress iteration parameters satisfy the condition that the absolute value of the in-plane stable stress iteration parameters is less than or equal to the allowable tolerance TOL, that is, until |IPC(ζ) x )|≤TOL, until convergence, and the in-plane stable stress ratio of the final iteration step is used as the final in-plane stable stress ratio.

5. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: In step 3), regarding the out-of-plane stable stress ratio, according to (γR) N / φ y ) and α c The size relationship can be divided into two cases: When (γR) N / φ y )≤α c The final stable stress ratio can be directly calculated using the following formula: ； Where, λ ny —The slenderness ratio of the component about the y-axis is regularized; n represents regularization; When (γR) N / φ y )>α c At that time, the final out-of-plane stable stress ratio is obtained through iterative loop processing. The specific processing method is as follows: 3.1) Based on the current out-of-plane stable stress ratio ζ y,i Combined with the in-plane axial force load ratio R obtained from step 1), N and the ratio of in-plane bending moment load R M Calculate the out-of-plane stable stress iteration parameter OPC for the current iteration using the following formula: OPC(g y,i )=(γR N / (φ y g y,i (1-a c )))(γR N / (φ y g y,i )-a c )+ (γR M / g y,i ) (1+λny) -1 In the formula: OPC() is the out-of-plane stable stress iteration function with respect to ζ; 3.2) Based on the preset allowable tolerance TOL, the out-of-plane stable stress iteration parameter OPC obtained in the i-th iteration of the current step is judged, and then the current out-of-plane stable stress ratio ζ is optimized. y,i : When |OPC(ζ) y,i When |≤TOL, the current out-of-plane stable stress ratio ζ y,i As the final out-of-plane stable stress ratio result, proceed directly to step 4); When |OPC(ζ) y,i When )|>TOL, the out-of-plane stable stress ratio ζ for the current iteration step y,i The optimization process yields the out-of-plane stable stress ratio ζ for the (i+1)th iteration. y,i+1 .

6. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 5, characterized in that: The out-of-plane stable stress ratio ζ in step 3.2) y The optimization process is as follows: 3.2.1) Based on the preset differential step size Δ, and based on the out-of-plane stable stress ratio ζ of the current i-th iteration... y,i The out-of-plane stability stress ratio ζ for the (i+1)th iteration is obtained using the following formula. y,i+1 : g y,i+1 =ζ y,i -OPC(ζ y,i )D / (OPC(g y,i +Δ)-OPC(ζ y,i )) 3.2.2) The out-of-plane stable stress ratio ζ obtained in step 3.2.1) for the (i+1)th iteration y,i+1 Make a judgment: If ζ y,i+1 <0, then according to formula ζ y,i+1 =ζ y,i / 2 Recalculate to obtain the out-of-plane stable stress ratio ζ in the (i+1)th iteration. y,i+1 Otherwise, the out-of-plane stability stress ratio ζ remains unchanged. y,i+1 ; 3.2.3) Based on the out-of-plane stable stress ratio ζ of the next (i+1)th iteration. y,i+1 Returning to step 3.1), recalculate the out-of-plane stable stress iteration parameter IPC(ζ) for the (i+1)th iteration. y,i+1 The judgment and processing are performed, and steps 31) to 32) are repeated continuously until the absolute value of the out-of-plane stable stress iteration parameter is less than or equal to the allowable tolerance TOL, that is, until |IPC(ζ) y )|≤TOL, until convergence, and the out-of-plane stable stress ratio of the final iteration step is used as the final out-of-plane stable stress ratio.

7. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: Step 4) specifically involves: 41) Calculate the final stability stress ratio of the diaphragm-type straight steel plate concrete composite wall member, taking the larger value between the final in-plane stability stress ratio and the final out-of-plane stability stress ratio, i.e.: ζ=max(ζ x ,g y ) Where max represents the function that takes the larger value, ζ x and ζ y These represent the final in-plane stable stress ratio and the final out-of-plane stable stress ratio, respectively. 42) Compare the final stable stress ratio ζ with 1 to determine: If the final stable stress ratio ζ is less than 1, then the wall stability of the designed partition-type straight steel plate concrete composite wall component meets the stress requirements. If the final stable stress ratio ζ is greater than or equal to 1, then the wall stability of the designed partition-type straight steel plate concrete composite wall component does not meet the requirements.

8. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: The partition-type straight steel plate concrete composite wall component is a multi-cavity steel pipe wall (0) with steel partitions (3) and steel panels (4) and concrete (5) poured inside; the outer periphery of the multi-cavity steel pipe wall (0) is all steel panels (4), and the inner cavity of the multi-cavity steel pipe wall (0) is divided into multiple inner cavities by multiple steel partitions (3) arranged at intervals along the horizontal length of the wall, and each inner cavity is filled with concrete (5), and the inner cavities are connected to each other.

9. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 1, characterized in that: The partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component with T-shaped steel plate assembly (1) or a straight steel plate concrete composite wall component with honeycomb perforated partition (2).

10. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 9, characterized in that: The partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component, mainly composed of T-shaped steel plate components (11) and L-shaped steel plate components (12). Multiple T-shaped steel plate components (11) are divided into two groups of first T-shaped steel plate component groups. The two groups of first T-shaped steel plate component groups are arranged opposite each other on both sides of the straight length direction with the web plate (142) facing each other. The flange plates (141) of each T-shaped steel plate component (11) in each group of first T-shaped steel plate component groups are welded and fixedly connected in sequence along the straight length direction and are set in the same direction with the web plate (142) facing the same side. Two sets of first T-shaped steel plate assembly groups are staggered along the length direction of the line and connected to each other, so that the web plate (142) of each T-shaped steel plate assembly (11) in one set of first T-shaped steel plate assembly groups is connected to the weld between two adjacent T-shaped steel plate assemblies (11) in the other set of first T-shaped steel plate assembly groups; Finally, L-shaped steel plate components (12) are welded to both ends of the two sets of first T-shaped steel plate components connected along the length of the straight line, so that the ends are enclosed and closed.

11. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 10, characterized in that: The T-shaped steel plate assembly (11) is mainly composed of two flat steel plates (14) of a flange plate (141) and a web plate (142) that are erected and fixedly connected to each other in a T-shape perpendicularly. The inner surface of the web plate (142) connected in the T-shape is used as the inner surface, and studs (15) are fixedly installed on the inner surface. The L-shaped steel plate assembly (12) is mainly composed of two flat steel plates (14) of the flange plate (141) and the end plate (143) that are erected and fixedly connected to each other in an L-shape, or it is composed of a flat steel plate (14) bent into an L-shape, and studs (15) are fixedly installed on the inner surface of the L-shape.

12. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 10, characterized in that: The T-shaped steel plate assembly (11) and the L-shaped steel plate assembly (12) are both connected with studs (15); multiple studs (15) are provided on both sides of the web plate (142), and the multiple studs (15) are equally spaced along the length of the web plate (142). The web plate (142) is provided with multiple through holes, which are equally spaced along the length of the web plate (142) surface. The through holes are round holes or honeycomb holes.

13. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 9, characterized in that: The partition-type straight steel plate concrete composite wall component is a straight steel plate concrete composite wall component with honeycomb perforated partition, including a rectangular steel pipe (21) and a rolled edge U-shaped strip component with honeycomb perforated partition, which is composed of multiple rolled edge U-shaped steel plate components (22) with honeycomb perforated and a rolled edge U-shaped steel plate (23). The U-shaped openings of the multiple rolled edge U-shaped steel plate components (22) with honeycomb perforated and the U-shaped opening of the rolled edge U-shaped steel plate (23) are arranged in the same direction and welded together in a straight line to form a rolled edge U-shaped strip component. One end of the opening of the rolled edge U-shaped strip component is welded to one side of the rectangular steel pipe (21).

14. The stability determination method for a partition-type straight steel plate concrete composite wall component according to claim 13, characterized in that: It includes multiple rolled U-shaped steel plate assemblies (22) with honeycomb holes, which are welded together in sequence along the direction. Then, the end of the whole without honeycomb holes (27) is connected to the side of the rectangular steel pipe (21), and the end of the whole with honeycomb holes (27) is connected to the rolled U-shaped steel plate (23). The U-shaped steel plate assembly (22) with honeycomb holes is formed by dividing a flat steel plate (29) into two plates in a sawtooth shape and then bending them into an L-shape and welding them together, or by bending a flat steel plate (29) into a U-shape and then opening honeycomb holes (27); one end of the U-shaped steel plate assembly (22) with honeycomb holes is a U-shaped opening and the other end is a steel plate with honeycomb holes (27); The rolled edge U-shaped steel plate (23) is formed by bending a flat steel plate (29) into a U-shape. The two ends of the rolled edge U-shaped steel plate (23) are welded to an outer side of the rolled edge U-shaped steel plate assembly (22) with honeycomb holes.

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