A method for judging the out-of-plane stability of a baffle-shaped steel plate concrete composite wall component

Abstract

The application discloses a kind of plane out-of-plane stability discrimination methods of baffle type special-shaped steel plate concrete composite wall component. For the baffle type special-shaped steel plate concrete composite wall component that has been designed, the out-of-plane stability parameters of the component are calculated and processed, the initial out-of-plane stability stress ratio is obtained by initial calculation, the final out-of-plane stability stress ratio is obtained by iterative cycle processing, and finally the out-of-plane stability result of the baffle type special-shaped steel plate concrete composite wall component is obtained by judgment processing. The application introduces the stress ratio analytical solution of the strength formula and considers the stress ratio initial value processing of the stability coefficient, greatly speeds up the iteration efficiency, and uses the form of numerical differentiation, gradually approaches the stability stress ratio, second-order convergence, and the convergence speed is faster.

Description

Technical Field

[0001] This invention belongs to the field of architectural structural design, specifically relating to a partition-type irregular steel plate concrete composite wall component and its out-of-plane stability determination 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 For irregularly shaped, multi-cavity steel-concrete composite walls, the irregular wall structure can be formed by assembling and welding together cold-formed thin-walled steel components such as rectangular steel pipes, U-shaped steel, or narrow-flange channel steel, or by combining multiple T-shaped, L-shaped, or U-shaped steel plate components. Multiple irregular wall structures can be combined to form T-shaped, L-shaped, or U-shaped walls. Within the irregular wall structure, due to the constraint of the surrounding walls, individual wall sections are positioned at either a three-sided support boundary (the two wing walls of an L-shape, T-shape, or U-shape) or a four-sided support boundary (the middle wall of a U-shape).

[0003] Steel-concrete composite walls utilize double-sided steel plates as formwork during construction, accelerating the process and allowing the concrete to share the load with the steel plates after molding, forming a composite load-bearing component. The composite wall incorporates internal partitions with circular, elliptical, or honeycomb-like openings to facilitate concrete pouring and flow. During loading, under Poisson's effect, the concrete expands laterally under compression. The cavity formed by the steel plates and partitions provides lateral restraint to the internal concrete, effectively improving its compressive strength and ductility. Furthermore, the internal concrete filling prevents premature local buckling of the steel pipes, resulting in high load-bearing capacity, high ductility, and superior seismic performance.

[0004] Steel-concrete composite walls not only bear vertical loads in building structures but also serve as primary lateral force resisting components. This places them in a complex stress state during loading, 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 load-bearing capacity. A stress ratio of 0.5 means the component can withstand twice the current internal force; a stress ratio of 1 means the component has already reached its maximum load-bearing capacity. The ultimate bearing capacity state has been reached. Typically, for linear formulas, the stress ratio of the member can be obtained by directly substituting the internal forces into the formula. However, for nonlinear formulas, the stress ratio of the steel-concrete composite wall member under given internal force conditions cannot be directly obtained. Summary of the Invention

[0005] To obtain the out-of-plane stability stress ratio of irregularly shaped steel plate concrete composite wall members under three- and four-sided support conditions for stability verification formulas, this invention provides a method for judging the out-of-plane stability of diaphragm-type irregularly shaped steel plate concrete composite wall members under composite stress conditions. The iterative calculation of this method can be combined with existing technologies to ultimately obtain the out-of-plane stability stress ratio result of the irregularly shaped steel plate concrete composite wall members.

[0006] The technical solution used in this invention is: 1) For the components in the pre-designed partition-type irregular steel plate concrete composite wall, the components of the partition-type irregular steel plate concrete composite wall are divided into three-sided supported wall members or four-sided supported wall members. The out-of-plane stability parameters of the components are obtained by calculation and processing in the computer according to the component size and material parameters. The out-of-plane stability parameters of the component include the stability coefficient of the supporting wall limb and the component stability coefficient along the y-axis, the component regularized slenderness ratio, the axial force load ratio and the bending moment load ratio, the formula exponent, the concrete work capacity coefficient, and the bearing capacity adjustment coefficient. The y-axis is along the horizontal direction perpendicular to the wall.

[0007] 2) Initial out-of-plane stability stress ratio is obtained by performing initialization calculations in the computer based on the out-of-plane stability parameters of the component; 3) The final out-of-plane stable stress ratio is obtained by iteratively processing the current out-of-plane stable stress ratio in the computer. 4) Finally, the out-of-plane stability results of the partition-type irregular steel plate concrete composite wall component are obtained by judging the final out-of-plane stable stress ratio in the computer.

[0008] In step 2), specifically: Referring to the analytical solution of the stress ratio from the strength formula and considering the stability coefficient, the initial out-of-plane stability stress ratio is calculated according to the following formula based on the out-of-plane stability parameters of the component: ζ k,0 =2 c ( R N / f Nk ) 2 / (( α c ( R N / f Nk )-(1- α c ) R M )+(((1- α c ) R M -α c ( R N / f Nk )) 2 +4(1- α c ()( R N / f Nk ) 2 ) 1 / 2 ) in, g k,0 This indicates the initial out-of-plane stable stress ratio of the 0th iteration; k=3 or 4, where k=3 indicates a three-sided supported wall segment, and k=3 indicates a four-sided supported wall segment. α c Indicates the concrete work-bearing coefficient; R N Indicates the axial force load ratio; R M Indicates the bending moment load ratio; f Nk This represents the stability coefficient of the wall segment supported by side k under axial pressure. c This represents the bearing capacity adjustment factor. When there is no seismic load combination, the structural importance factor is used; when there is a seismic load combination, the bearing capacity seismic adjustment factor is used.

[0009] The aforementioned components are diaphragm-type irregular steel plate concrete composite wall components.

[0010] In step 3), the specific treatment for the out-of-plane stability stress ratio of the three-sided or four-sided supported wall segment is as follows: 31) Based on the out-of-plane stability stress ratio ζ of the current k-side supported wall segment k,i Combined with the axial force load ratio calculated in step 1), R N and in-plane load ratio R M Calculate the out-of-plane stable stress iteration parameters for the current iteration using the following formula. OPC : OPC k ( g k,i )=( γR N / ( f Nk gk,i )) 1+ηk / (1- α c )- α c γR N / ( f Nk g k,i (1- α c ))+ γR M / g k,i -1 In the formula: superscript or k The formula exponent representing the wall segment supported by side k; OPC k () is about g The out-of-plane stable stress iteration function.

[0011] 32) Based on the preset allowable tolerance TOL, iterate the out-of-plane stability stress parameters of the k-side supported wall segment obtained in the current step i-th iteration. OPC k Make a judgment and then optimize the current out-of-plane stability stress ratio. g k,i : When | OPC k ( g k,i )|≤ TOL At that time, based on the current out-of-plane stable stress ratio g k,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.

[0012] When | OPC k ( g k,i )|> TOL If the condition is not met, proceed to the next iteration, and adjust the out-of-plane stable stress ratio for the current iteration. g k,i Iterative processing yields the out-of-plane stable stress ratio for the (i+1)th iteration. g k,i+1 .

[0013] The out-of-plane stable stress ratio in step 32) g k,i The iterative process is as follows: 321) Based on the preset differential step size Δ, and based on the out-of-plane stable stress ratio of the current i-th iteration... g k,i The out-of-plane stability stress ratio for the next (i+1)th iteration is obtained using the following formula. g k,i+1 : ζ k,i+1 =ζ k,i - OPC k ( g k,i )Δ / ( OPC k ( g k,i +Δ)- OPC k ( g k,i )) 322) The out-of-plane stable stress ratio obtained in step 321) for the (i+1)th iteration g k,i+1 Make a judgment: like g k,i+1 <0, then according to the formula g k,i+1 = g k,i / 2 Recalculate to obtain the out-of-plane stable stress ratio of the (i+1)th iteration. g k,i+1 ; Otherwise, the out-of-plane stability stress ratio remains unchanged. g k,i+1 ; Ensure that the stress ratio is greater than 0 in a physical sense.

[0014] 323) Based on the out-of-plane stable stress ratio of the next (i+1)th iteration. g k,i+1 Returning to step 31), recalculate the out-of-plane stable stress iteration parameters for the (i+1)th iteration. OPC k ( g k,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 | OPC k ( g k )|≤ TOL The process continues until convergence, and the out-of-plane stable stress ratio of the final iteration step is taken as the final out-of-plane stable stress ratio.

[0015] The formula exponent parameter or k For wall segments supported on three sides or four sides, the calculations are performed according to the following formulas: or k =e -ak a3=(1.88λ pN / (1+0.24 α c )) ^(1+1 / (1+λ pN 3 )) a4=(1.2λ pN / (1+0.15 α c )) ^(1+1 / (1+λ pN 3 )) in, e λ represents the natural constant, ak represents the stability index of the wall segment supported by edge k, and λ represents the stability index of the wall segment supported by edge k. pN ^ represents the regularized slenderness ratio of the wall segment, and ^ represents the power.

[0016] Stability coefficient of the k-side support wall under axial pressure f Nk For wall segments supported on three sides or four sides, the calculations are performed according to the following formulas: f N3 =1 / ((1-0.45 3.3 +λ pN 3.3 ) 1 / 1.65 )≤1 f N4 =1 / ((1-0.55 3.6 +λ pN 3.6 ) 1 / 1.8 )≤1 in, f N3 This represents the stability coefficient of a three-sided supported wall segment. f N4 This represents the stability coefficient of the four-sided supported wall segment.

[0017] Step 4) specifically involves: The final out-of-plane stable stress ratio g Compare with 1 to determine: If the final out-of-plane stable stress ratio g If the value is less than 1, then the stability of the designed partition-type irregular steel plate concrete composite wall component meets the stress requirements. If the final out-of-plane stable stress ratio g If the value is greater than or equal to 1, the stability of the designed partition-type irregular steel plate concrete composite wall component does not meet the requirements, and it needs to be redesigned.

[0018] The components of the partition-type irregular steel plate concrete composite wall are multi-cavity steel pipe walls with internally poured 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. The multi-cavity steel pipe wall is supported and connected between the upper and lower floor slabs. The multi-cavity steel pipe wall has connecting wall segments arranged on at least one side, thereby forming a three-sided or four-sided supported wall segment.

[0019] The partition-type irregular steel plate concrete composite wall is an L-shaped, T-shaped, or U-shaped steel plate concrete composite wall. The L-shaped, T-shaped, or U-shaped steel plate concrete composite wall includes a steel plate concrete composite wall component with a T-shaped steel plate assembly or a steel plate concrete composite wall component with a honeycomb perforated partition, which serves as a component in the partition-type irregular steel plate concrete composite wall.

[0020] The steel-concrete composite wall component with T-shaped steel plate assemblies is mainly constructed from T-shaped steel plate assemblies and L-shaped steel plate assemblies. Multiple T-shaped steel plate assemblies are divided into two groups of first T-shaped steel plate assemblies. These two groups are arranged opposite each other along the length of a straight line. The flanges of each T-shaped steel plate assembly in each group are sequentially welded and fixed along the length of the straight line, and are arranged in the same direction with their webs facing the same side. The two groups of first T-shaped steel plate assemblies are staggered and interconnected along the length of the straight line, such that the web of each T-shaped steel plate assembly in one group connects to the weld between two adjacent T-shaped steel plate assemblies in the other group. Finally, L-shaped steel plate assemblies are welded to both ends of the two groups of first T-shaped steel plate assemblies connected along the length of the straight line, thus enclosing the ends.

[0021] 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.

[0022] Both the T-shaped steel plate assembly and the L-shaped steel plate assembly are connected with studs; both sides of the web plate are provided with multiple studs, which are evenly spaced along the length of the web plate surface; the web plate is provided with multiple through holes, which are evenly spaced along the length of the web plate surface, and the through holes are round holes or honeycomb holes.

[0023] The steel-concrete composite wall component with honeycomb perforation includes a rectangular steel pipe and a rolled-edge U-shaped strip assembly with honeycomb perforation, which is composed of multiple rolled-edge U-shaped steel plate assemblies with honeycomb perforation and a rolled-edge U-shaped steel plate. The U-shaped openings of the multiple rolled-edge U-shaped steel plate assemblies with honeycomb perforation 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.

[0024] The assembly comprises multiple U-shaped steel plate components with honeycomb holes. These components are sequentially welded together along a direction. The end of the assembly without honeycomb holes is connected to the side of a rectangular steel pipe, while the end with honeycomb holes is connected to the U-shaped steel plate. Each U-shaped steel plate component is formed by either serrulating a flat steel plate into two pieces, bending them into an L-shape, and then welding them together, or by bending a flat steel plate into a U-shape and then creating honeycomb holes. One end of each U-shaped steel plate component has a U-shaped opening, and the other end is a steel plate with honeycomb holes. The U-shaped steel plate is formed by bending a flat steel plate into a U-shape, and both ends of the U-shape are welded to an outer side of the U-shaped steel plate component.

[0025] 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.

[0026] 2. Transform the solution equation into a function of the stable stress ratio, and perform differential iteration to approximate the zero point. Finally, iterate to obtain the out-of-plane stable stress ratio results for the three-sided and four-sided supported wall segments.

[0027] The beneficial effects of this invention are reflected in: 1. This invention introduces an analytical solution for the stress ratio in the strength formula and an initial value formula for the stress ratio considering the stability coefficient, which greatly accelerates the iteration efficiency. Furthermore, it uses numerical differentiation to gradually approximate the stable stress ratio, achieving second-order convergence and faster convergence speed, and calculates the out-of-plane stable stress ratio.

[0028] 2. The steel-concrete composite wall component with T-shaped members uses the web of the T-shaped steel plate component as a partition. Multiple T-shaped components are welded together by flange plates. Compared with the traditional method of welding the partition and the panel separately, the number of welds is significantly reduced, the welding workload is greatly reduced, the processing efficiency is significantly improved, and the production cost is significantly reduced. Moreover, the flanges and web can use steel plates of different thicknesses, thereby effectively saving steel consumption and making it more economical.

[0029] 3. The steel-concrete composite wall component with honeycomb perforated partitions and its manufacturing method: Honeycomb perforations are formed in the partitions, facilitating concrete flow during pouring. Compared to traditional steel-concrete composite walls with partitions, multiple cavities can be poured at once, significantly shortening the concrete pouring time during construction. The rolled-edge U-shaped steel plate assembly is 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 improved steel utilization of the partitions, leading to superior economic efficiency.

[0030] This invention can be widely applied to various buildings that use irregularly shaped steel plate concrete composite wall components. Attached Figure Description

[0031] Figure 1 This is a schematic diagram of an L-shaped irregular steel plate concrete composite wall component to which this invention applies; Figure 2 This is a schematic diagram of a T-shaped irregular steel plate concrete composite wall component to which this invention applies; Figure 3 This is a schematic diagram of a U-shaped irregular steel plate concrete composite wall component to which this invention applies; Figure 4 This is a flowchart of the method of the present invention; Figure 5 A structural schematic diagram of a steel-concrete composite wall component with T-shaped members; Figure 6 for Figure 5 A partial structural diagram of AA; Figure 7 Diagram showing the structure and fabrication process of a T-shaped steel plate assembly; Figure 8 This is a diagram showing the structure and manufacturing process of an L-shaped steel plate assembly. Figure 9 A structural schematic diagram of a steel-concrete composite wall component with honeycomb perforated partitions; Figure 10 for Figure 9 A partial structural diagram of AA; Figure 11 This is a structural diagram illustrating the fabrication process of a rolled-edge U-shaped steel plate assembly with honeycomb holes.

[0032] In the diagram: 0. Multi-cavity steel pipe wall; 1. Steel plate concrete composite wall component with T-shaped steel plate assembly; 2. Steel plate concrete composite wall component with honeycomb perforated partition; 3. Three-sided support; 4. Four-sided support; 5. Concrete. Detailed Implementation

[0033] The present invention will be further described in detail below with reference to the embodiments.

[0034] like Figure 1-Figure 3 As shown, the components of the partition-type irregular steel plate concrete composite wall of the present invention are divided into three-sided supported wall segments 3 or four-sided supported wall segments 4 according to the support conditions of each side of the wall. The three-sided supported wall segment 3 refers to a wall segment in which one side is connected to other wall segments, the other side is free, and the upper and lower ends are constrained by floor slabs; the four-sided supported wall segment 4 refers to a wall segment in which two sides are connected to other wall segments, and the upper and lower ends are constrained by floor slabs.

[0035] Three-sided supported wall segment 3 refers to a component that is supported by the upper and lower floor slabs on its top and bottom surfaces respectively, and one side of the component along the wall extension direction is supported by the wall segment. Four-sided supported wall segment 4 refers to a component that is supported by the upper and lower floor slabs on its top and bottom surfaces respectively, and both sides of the component along the wall extension direction are supported by their respective adjacent wall segments.

[0036] The component of the partition-type irregular steel plate concrete composite wall is a multi-cavity steel pipe wall 0 with internally poured concrete 5. The outer perimeter of the multi-cavity steel pipe wall 0 is all steel panels. The inner cavity of the multi-cavity steel pipe wall 0 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 5, and the inner cavities may be connected or not. The multi-cavity steel pipe wall 0 is supported and connected between the upper and lower floor slabs. At least one side of the multi-cavity steel pipe wall 0 is provided with connecting wall members, thereby forming a three-sided supported wall member 3 or a four-sided supported wall member 4. When only one end face of the multi-cavity steel pipe wall 0 that is not a wall surface is connected with a wall member, it forms a three-sided supported wall member 3. When both ends face of the multi-cavity steel pipe wall 0 that is not a wall surface are connected with wall members, it forms a four-sided supported wall member 4.

[0037] The composite stress state of irregular steel plate concrete composite wall components is that the wall segments of the irregular steel plate composite wall simultaneously bear in-plane axial pressure and bending moment.

[0038] The irregular steel plate concrete composite wall component adopts the method of assembling and welding multiple T-shaped, L-shaped and other steel plate components to form a steel plate concrete composite wall component with T-shaped components, or adopts the method of welding multiple rolled edge U-shaped steel plate components with honeycomb holes and square and rectangular steel pipes to form a steel plate concrete composite wall component with honeycomb hole partitions.

[0039] The partition-type irregular steel plate concrete composite wall includes L-shaped, T-shaped, and U-shaped steel plate concrete composite walls, as shown below. Figure 1 , Figure 2 , Figure 3As shown, L-shaped, T-shaped, and U-shaped steel plate concrete composite walls include steel plate concrete composite wall component 1 with T-shaped steel plate assembly or steel plate concrete composite wall component 2 with honeycomb perforated partition, serving as components in partition-type irregular steel plate concrete composite walls.

[0040] like Figure 5 and Figure 6 As shown, the steel-concrete composite wall component 1 with T-shaped steel plate assemblies is mainly constructed from T-shaped steel plate assemblies 11 and L-shaped steel plate assemblies 12. Multiple T-shaped steel plate assemblies 11 are divided into two staggered groups of first T-shaped steel plate assemblies. The two groups of first T-shaped steel plate assemblies are arranged opposite each other along the length of a straight line, with their webs 142 facing each other. The flanges 141 of each T-shaped steel plate assembly 11 in each group of first T-shaped steel plate assemblies are sequentially welded and fixed along the length of the straight line. Furthermore, the web plates 142 are arranged in the same direction and on the same side; the two sets of first T-shaped steel plate assembly groups are staggered along the length of a straight line and connected to each other, such 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 assemblies 12 are welded to both ends of the two sets of first T-shaped steel plate assembly groups after they are connected along the length of a straight line, so that the ends are enclosed and closed. Finally, a steel plate concrete composite wall component structure is formed with an externally enclosed and closed structure, and an internal structure divided into multiple cavities by the web plates 142.

[0041] 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.

[0042] like Figure 7 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 of the 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-shape of the T-shaped steel plate assembly 11 after splicing the steel plate concrete composite wall component. 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.

[0043] 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.

[0044] like Figure 8 As shown, the L-shaped steel plate assembly 12 is mainly composed of two flat steel plates 14, flange plate 141 and 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 component.

[0045] 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.

[0046] Both the T-shaped steel plate assembly 11 and the L-shaped steel plate assembly 12 are equipped with studs 15. Multiple studs 15 are provided on both sides of the web plate 142, and these studs 15 are evenly spaced along the length of the web plate 142 surface. Multiple through holes can be provided on the web plate 142, and these through holes are either round holes or honeycomb holes, and are evenly spaced along the length of the web plate 142 surface. These through holes are used for communication between the internal cavities, allowing concrete 16 to be poured from one cavity and flow into other cavities.

[0047] The construction process of the 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 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.

[0048] like Figure 9 and Figure 10 As shown, the steel-concrete composite wall component 2 with honeycomb perforated partition includes a rectangular steel pipe 21 and a rolled-edge U-shaped strip assembly with honeycomb perforated partition, 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 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 21.

[0049] The system includes multiple rolled U-shaped steel plate assemblies 22 with honeycomb holes. These assemblies are welded together sequentially along a direction. One end of the assembly without honeycomb holes 27 is connected to the side of a rectangular steel pipe 21, while the other end with honeycomb holes 27 is connected to a rolled U-shaped steel plate 23. The cavity formed by the rolled U-shaped steel plate 23 is also connected to the inner cavity of an adjacent rolled U-shaped steel plate assembly 22 with honeycomb holes via the honeycomb holes 27. The inner cavity of the rectangular steel pipe 21 is independent of the inner cavity formed by the rolled U-shaped steel plate assemblies 22 and is not interconnected. Concrete 24 is poured inside the rectangular steel pipe 21.

[0050] 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.

[0051] Specifically, such as Figure 11 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 with weld seam 26 to fix the two steel plates together. 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.

[0052] 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.

[0053] 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.

[0054] The construction process of the steel-concrete composite wall component with honeycomb perforated partitions of the present invention is as follows: first, rectangular steel pipes 21, U-shaped steel plate components with honeycomb perforations and rolled edges 22, and U-shaped steel plates with rolled edges 23 are prefabricated in the factory. Then, the steel structure module of the steel-concrete composite wall component with honeycomb perforated partitions is constructed in the factory using the rectangular steel pipes 21, U-shaped steel plate components with honeycomb perforations and rolled edges 22, and U-shaped steel plates with rolled edges 23. After the steel structure module is completed, it is transported to the construction site and concrete is poured into the internal cavity to form the final steel-concrete composite wall component.

[0055] like Figure 4 As shown, embodiments of the present invention are as follows:

[0056] Example 1: An embodiment of the iterative solution for the stability stress ratio outside the three-sided support plane of the present invention and its specific steps are as follows: like Figure 1 As shown, the L-shaped and T-shaped steel plate concrete composite walls are composed of multiple irregularly shaped steel plate concrete composite wall segments. Each wall segment is composed of a multi-cavity steel pipe wall 0 and an internally poured concrete 5, and all are three-sided supported walls.

[0057] Select α c =0.3, l pN =0.2, c A numerical example analysis was performed on a component with a value of 1.0. First, the analysis was conducted under all load combinations to identify the most unfavorable load combination.

[0058] Based on one of the wall segment information and the most unfavorable working condition combination, we obtain: R N =0.4, R M =0.45, f N3 =1.0 Stress ratio calculation process as follows Figure 4 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 3,0 =2 c ( R N / f N3 ) 2 / (( α c ( R N / f N3 )-(1- α c )R M )+(((1- α c ) R M - α c ( R N / f N3 )) 2 +4(1- α c ()( R N / f N3 ) 2 ) 1 / 2 )=0.6378 Calculate the out-of-plane stability stress ratio g When the value is 3, substitute the following formula for iterative calculation: OPC 3 ( g 3,0 )=( γR N / ( f N3 g 3,0 )) 1+η3 / (1- α c )- α c γR N / ( f N3 g 3,0 (1- α c ))+ γR M / g 3,0 -1 = 3.002 × 10 -2 | OPC 3 ( g 3,0 )|=3.002×10 -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 ζ in step 1 3,1 for: ζ 3,1 =ζ 3,0 - OPC3 ( g 3,0 )Δ / ( OPC 3 ( g 3,0 +Δ)- OPC 3 ( g 3,0 ))=0.6502 calculate OPC 3 ( g 3,1 ),Right now: OPC 3 ( g 3,1 )=( γR N / ( f N3 g 3,1 )) 1+η3 / (1- α c )- α c γR N / ( f N3 g 3,1 (1- α c ))+ γR M / g 3,1 -1 = 7.464 × 10 -4 | OPC 3 ( g 3,1 )|=7.464×10 -4 > 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 1.

[0059] Table 1. Iterative process of out-of-plane stability stress ratio for the three-sided supported wall segment in Example 1 ; Table 1 shows that after four iterations, the calculated values ​​of the out-of-plane stability formula for the three-sided supported wall segment are as follows: OPC 3 |≤ TOLFurthermore, the accuracy is already very high. The final out-of-plane stress ratio of the three-sided supported wall segments in the irregularly shaped steel plate concrete composite wall under composite stress state is obtained as follows: g 3 = 0.6505. According to the concept of stress ratio, the component can withstand a maximum of 1 / 0.6505 = 1.54 times the current internal force at this time.

[0060] In addition, Table 1 shows the iterative process when the initial value of the stability stress ratio is directly taken as 1.0. It can be seen that it takes 7 rounds for the out-of-plane stability stress ratio to converge, and the residuals in the first few steps are... OPC The stress ratio is relatively large (3). Compared to the method of using the analytical solution of the reference strength formula of this invention and taking the calculation result of the stability coefficient as the initial stress ratio iteration value, the iteration is slower.

[0061] Example 2: An embodiment of the iterative solution for the stability stress ratio outside the four-sided support plane of the present invention and its specific steps are as follows: like Figure 1 As shown, the U-shaped steel plate concrete composite wall is composed of multiple irregularly shaped steel plate concrete composite wall segments. Each wall segment is composed of a multi-cavity steel pipe wall 0 and an internally poured concrete 5, among which the middle wall segment is a wall segment supported on four sides.

[0062] Select α c =0.35, l pN =0.9, c A numerical example analysis was performed on a component with a value of 1.0. First, the analysis was conducted under all load combinations to identify the most unfavorable load combination.

[0063] Based on the information of the intermediate wall segments and the most unfavorable combination of working conditions, we obtain: R N =0.3, R M =0.23, f N4 =0.779 Stress ratio calculation process as follows Figure 4 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 4,0 =2 c ( R N / f N4 ) 2 / (( α c ( R N / f N4)-(1- α c ) R M )+(((1- α c ) R M - α c ( R N / f N4 )) 2 +4(1- α c ()( R N / f N4 ) 2 ) 1 / 2 )=0.4940 Calculate the out-of-plane stability stress ratio g At time 4, substitute the following formula for iterative calculation: OPC 4 ( g 4,0 )=( γR N / ( f N4 g 4,0 )) 1+η4 / (1- α c )- α c γR N / ( f N4 g 4,0 (1- α c ))+ γR M / g 4,0 -1 = 2.505 × 10 -1 | OPC 4 ( g 4,0 )|=2.505×10 -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 ζ in step 1 4,1 for: ζ4,1 =ζ 4,0 - OPC 4 ( g 4,0 )Δ / ( OPC 4 ( g 4,0 +Δ)- OPC 4 ( g 4,0 ))=0.5815 calculate OPC 4 ( g 4,1 ),Right now: OPC 4 ( g 4,1 )=( γR N / ( f N4 g 4,1 )) 1+η4 / (1- α c )- α c γR N / ( f N4 g 4,1 (1- α c ))+ γR M / g 4,1 -1 = 3.990 × 10 -2 | OPC 4 ( g 4,1 )|=3.990×10 -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 2.

[0064] Table 2 Iterative process of out-of-plane stability stress ratio of the four-sided supported wall in Example 2 ; Table 2 shows that after 5 iterations, the calculated values ​​of the out-of-plane stability formula for the four-sided supported wall segment are as follows: OPC 4 |≤ TOL Furthermore, the accuracy is already very high. The final out-of-plane stress ratio of the four-sided supported wall segments in the irregularly shaped steel plate concrete composite wall under composite stress state is obtained as follows: g 4 = 0.6020. According to the concept of stress ratio, the component can withstand a maximum of 1 / 0.6020 = 1.66 times the current internal force at this time.

[0065] Furthermore, Table 2 shows the iterative process when the initial value of the stable stress ratio is directly set to 1.0. It can be seen that it takes 7 iterations for the out-of-plane stable stress ratio to converge, and the residual OPC4 is relatively large in the first few steps. Compared to the method of using the analytical solution of the stress ratio from the reference strength formula of this invention and considering the calculation result of the stability coefficient as the initial stress ratio iteration value, the iteration is slower.

[0066] Example 3: An embodiment of the iterative solution for the stability stress ratio outside the four-sided support plane of the present invention and its specific steps are as follows: like Figure 1 As shown, the U-shaped steel plate concrete composite wall is composed of multiple irregularly shaped steel plate concrete composite wall segments. Each wall segment is composed of a multi-cavity steel pipe wall 0 and an internally poured concrete 5, among which the middle wall segment is a wall segment supported on four sides.

[0067] Select α c =0.25, l pN =1.2, c A numerical example analysis was performed on a component with a value of 1.0. First, the analysis was conducted under all load combinations to identify the most unfavorable load combination.

[0068] Based on the information of the intermediate wall segments and the most unfavorable combination of working conditions, we obtain: R N =0.50, R M =0.61, f N4 =0.563 Stress ratio calculation process as follows Figure 4 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 4,0 =2 c ( R N / f N4 ) 2 / (( α c ( R N / f N4)-(1- α c ) R M )+(((1- α c ) R M - α c ( R N / f N4 )) 2 +4(1- α c ()( R N / f N4 ) 2 ) 1 / 2 )=1.1822 Calculate the out-of-plane stability stress ratio g At time 4, substitute the following formula for iterative calculation: OPC 4 ( g 4,0 )=( γR N / ( f N4 g 4,0 )) 1+η4 / (1- α c )- α c γR N / ( f N4 g 4,0 (1- α c ))+ γR M / g 4,0 -1 = 2.820 × 10 -1 | OPC 4 ( g 4,0 )|=2.820×10 -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 ζ in step 1 4,1 for: ζ4,1 =ζ 4,0 - OPC 4 ( g 4,0 )Δ / ( OPC 4 ( g 4,0 +Δ)- OPC 4 ( g 4,0 ))=1.4302 calculate OPC 4 ( g 4,1 ),Right now: OPC 4 ( g 4,1 )=( γR N / ( f N4 g 4,1 )) 1+η4 / (1- α c )- α c γR N / ( f N4 g 4,1 (1- α c ))+ γR M / g 4,1 -1 = 4.995 × 10 -2 | OPC 4 ( g 4,1 )|=4.995×10 -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 2.

[0069] Table 3 Iterative Process of Out-of-Plane Stability Stress Ratio of Four-Sided Supported Wall in Example 3 ; Table 3 shows that after 5 iterations, the calculated values ​​of the out-of-plane stability formula for the four-sided supported wall segment are as follows: OPC 4 |≤ TOL Furthermore, the accuracy is already very high. The final out-of-plane stress ratio of the four-sided supported wall segments in the irregularly shaped steel plate concrete composite wall under composite stress state is obtained as follows: g 4 = 1.4983. According to the concept of stress ratio, the component can withstand a maximum of 1 / 1.4983 = 0.667 times the current internal force. That is, the current component does not meet the requirements and needs to be redesigned.

[0070] In addition, Table 3 shows the iterative process when the initial value of the stability stress ratio is directly taken as 1.0. It can be seen that it takes 6 rounds for the out-of-plane stability stress ratio to converge, and the residuals of the first few steps are... OPC The value of 4 is relatively large. Compared to the method of using the analytical solution of the reference strength formula of this invention and taking into account the stability coefficient as the initial stress ratio iteration value, the iteration is slower.

[0071] The embodiments described in this specification are merely examples of implementations of the inventive concept. The scope of protection of this invention should not be considered as limited to the specific forms stated in the embodiments. The scope of protection of this invention also extends to equivalent technical means that can be conceived by those skilled in the art based on the inventive concept.

Claims

1. A method for determining the out-of-plane stability of components in a diaphragm-type irregular steel plate concrete composite wall, characterized in that: Step 1) For the components in the pre-designed partition-type irregular steel plate concrete composite wall, the components of the partition-type irregular steel plate concrete composite wall are divided into three-sided supported wall members (3) or four-sided supported wall members (4). The out-of-plane stability parameters of the components are obtained by calculation based on the component size and material parameters. Step 2) Perform initial calculations based on the out-of-plane stability parameters of the component to obtain the initial out-of-plane stability stress ratio; Step 3) Perform iterative processing on the current out-of-plane stable stress ratio to obtain the final out-of-plane stable stress ratio; Step 4) Finally, the out-of-plane stability results of the partition-type irregular steel plate concrete composite wall component are obtained by judging the final out-of-plane stable stress ratio.

2. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 1, characterized in that: In step 2), specifically: The initial out-of-plane stability stress ratio is calculated using the following formula based on the out-of-plane stability parameters of the component: g k,0 =2 γ ( R N / φ Nk ) 2 / (( α c ( R N / φ Nk )-(1- α c ) R M )+(((1- α c ) R M - α c ( R N / φ Nk )) 2 +4(1- α c )( R N / φ Nk ) 2 ) 1 / 2 ) in, ζ k,0 The initial out-of-plane stability stress ratio is indicated; k = 3 or 4. When k = 3, it indicates a three-sided supported wall segment (3), and when k = 4, it indicates a four-sided supported wall segment (4). α c Indicates the concrete work-bearing coefficient; R N Indicates the axial force load ratio; R M Indicates the bending moment load ratio; φ Nk This represents the stability coefficient of the wall segment supported by side k under axial pressure. γ This represents the bearing capacity adjustment coefficient.

3. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 1, characterized in that: In step 3), the out-of-plane stability stress ratio of the three-sided supported wall segment (3) or the four-sided supported wall segment (4) is specifically handled as follows: 31) Based on the out-of-plane stability stress ratio ζ of the current k-side supported wall segment k,i Combined with the axial force load ratio calculated in step 1), R N and in-plane load ratio R M Calculate the out-of-plane stable stress iteration parameters for the current iteration using the following formula. OPC : OPC k ( ζ k,i )=( γR N / ( φ Nk ζ k,i )) 1+ηk / (1- α c )－ α c γR N / ( φ Nk ζ k,i (1－ α c ))+ γR M / ζ k,i －1 In the formula: superscript η k The formula exponent representing the wall segment supported by edge k; φ Nk This represents the stability coefficient of the wall segment supported by side k under axial pressure. 32) Based on the preset allowable tolerance TOL, iterate the out-of-plane stability stress parameters of the k-side supported wall segment obtained in the current step i-th iteration. OPC k Make a judgment and then optimize the current out-of-plane stability stress ratio. ζ k,i : When | OPC k ( ζ k,i )|≤ TOL At that time, based on the current out-of-plane stable stress ratio ζ k,i As the final out-of-plane stable stress ratio result, proceed directly to step 4); When | OPC k ( ζ k,i )|> TOL At that time, the out-of-plane stable stress ratio for the current iteration step ζ k,i Iterative processing yields the out-of-plane stable stress ratio for the (i+1)th iteration. ζ k,i+1 .

4. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 3, characterized in that: The out-of-plane stable stress ratio in step 32) ζ k,i The iterative process is as follows: 321) Based on the preset differential step size Δ, and based on the out-of-plane stable stress ratio of the current i-th iteration... ζ k,i The out-of-plane stability stress ratio for the next (i+1)th iteration is obtained using the following formula. ζ k,i+1 : g k,i+1 =ζ k,i - OPC k ( ζ k,i )D / ( OPC k ( ζ k,i +D)- OPC k ( ζ k,i )) 322) The out-of-plane stable stress ratio obtained in step 321) for the (i+1)th iteration ζ k,i+1 Make a judgment: like ζ k,i+1 <0, then according to the formula ζ k,i+1 = ζ k,i / 2 Recalculate to obtain the out-of-plane stable stress ratio of the (i+1)th iteration. ζ k,i+1 ; Otherwise, the out-of-plane stability stress ratio remains unchanged. ζ k,i+1 ; 323) Based on the out-of-plane stable stress ratio of the next (i+1)th iteration. ζ k,i+1 Returning to step 31), calculate the out-of-plane stable stress iteration parameters for the (i+1)th iteration. OPC k ( ζ k,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 | OPC k ( ζ k )|≤ TOL The process continues until convergence, and the out-of-plane stable stress ratio of the final iteration step is taken as the final out-of-plane stable stress ratio.

5. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 3, characterized in that: The formula exponent parameter η k For the three-sided supported wall segment (3) or the four-sided supported wall segment (4), the calculation is performed according to the following formulas: η k =e -ak a3=(1.88l pN / (1+0.24 α c )) ^(1+1 / (1+λ pN 3 )) a4=(1.2λ pN / (1+0.15 α c )) ^(1+1 / (1+λ pN 3 )) in, e Represents the natural constant, and ak represents the stability index of the wall segment supported by edge k. λ pN ^ represents the regularized slenderness ratio of the wall segment, and ^ represents the power.

6. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 3, characterized in that: Stability coefficient of the k-side support wall under axial pressure φ Nk For the three-sided supported wall segment (3) or the four-sided supported wall segment (4), the calculation is performed according to the following formulas: φ N3 =1 / ((1－0.45 3.3 + λ pN 3.3 ) 1 / 1.65 ) φ N4 =1 / ((1－0.55 3.6 + λ pN 3.6 ) 1 / 1.8 ) in, φ N3 This represents the stability coefficient of a three-sided supported wall segment. φ N4 This represents the stability coefficient of the four-sided supported wall segment.

7. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 1, characterized in that: Step 4) specifically involves: adjusting the final out-of-plane stable stress ratio. ζ Compare with 1 to determine: If the final out-of-plane stable stress ratio ζ If the value is less than 1, then the stability of the designed partition-type irregular steel plate concrete composite wall component meets the stress requirements. If the final out-of-plane stable stress ratio ζ If the value is greater than or equal to 1, then the wall stability of the designed partition-type irregular steel plate concrete composite wall component does not meet the requirements.

8. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 1, characterized in that: The component of the partition-type irregular steel plate concrete composite wall is a multi-cavity steel pipe wall (0) with internally poured concrete (5); the outer periphery of the multi-cavity steel pipe wall (0) is all steel panels, and the inner cavity of the multi-cavity steel pipe wall (0) 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 (5), and the inner cavities are connected to each other; the upper and lower surfaces of the multi-cavity steel pipe wall (0) are supported and connected between the upper and lower floor slabs, and the multi-cavity steel pipe wall (0) has connecting wall limbs arranged on at least one side, thereby forming a three-sided supported wall limb (3) or a four-sided supported wall limb (4).

9. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 8, characterized in that: The partition-type irregular steel plate concrete composite wall is an L-shaped, T-shaped, or U-shaped steel plate concrete composite wall. The L-shaped, T-shaped, or U-shaped steel plate concrete composite wall includes a steel plate concrete composite wall component (1) with a T-shaped steel plate assembly or a steel plate concrete composite wall component (2) with a honeycomb perforated partition, which serves as a component in the partition-type irregular steel plate concrete composite wall.

10. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 9, characterized in that: The steel-concrete composite wall component (1) with T-shaped steel plate assemblies is mainly constructed from T-shaped steel plate assemblies (11) and L-shaped steel plate assemblies (12). Multiple T-shaped steel plate assemblies (11) are divided into two groups of first T-shaped steel plate assemblies. These two groups of first T-shaped steel plate assemblies are arranged opposite each other along the length of a straight line, with their webs (142) facing each other. The flanges (141) of each T-shaped steel plate assembly (11) in each group of first T-shaped steel plate assemblies are sequentially welded and fixed along the length of a straight line. The web plates (142) are arranged in the same direction with the web plates (142) facing the same side; the two sets of first T-shaped steel plate assembly groups are staggered and connected to each other along the straight length direction, 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 assemblies (12) are welded to both ends of the two sets of first T-shaped steel plate assemblies after they are connected along the straight length direction, so that the ends are enclosed and closed.

11. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall 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 out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall 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 direction of the web plate (142); multiple through holes are provided on the web plate (142), and the multiple through holes are equally spaced along the length direction of the web plate (142), and the through holes are round holes or honeycomb holes.

13. The out-of-plane stability determination method for components in a partition-type irregular steel plate concrete composite wall according to claim 9, characterized in that: The steel plate concrete composite wall component (2) with honeycomb perforated partition includes a rectangular steel pipe (21) and a rolled edge U-shaped strip assembly with honeycomb perforated partition, which is composed of multiple rolled edge U-shaped steel plate assemblies (22) with honeycomb perforated partition 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 perforated partition 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).

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

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