Balanced design method and system for structural strength and lightness of sewage pool hollow wall plate

Abstract

The application relates to the technical field of data processing, and discloses a sewage pool hollow wallboard structure strength and light-weight balance design method and system. The method comprises the following steps: dividing a sewage pool wallboard into multiple stress sub-regions and extracting stress utilization rate, configuring differential hollow rates according to the stress utilization rate and determining honeycomb cavity parameters to obtain a preliminary layout scheme, establishing a double-target constraint to iteratively optimize the cavity layout to obtain target parameters, configuring gradient density filling materials according to the target parameters and performing interface enhancement processing, measuring wallboard performance parameters to calculate comprehensive performance indexes and establishing a grading standard. The application solves the problems that, in the prior art, wallboard design lacks systematic optimization, material configuration is not accurate, and strength and light weight are difficult to balance, and realizes the maximization of the weight reduction effect of the sewage pool hollow wallboard under the premise of meeting the structural strength.

Description

Technical Field

[0001] This application relates to the field of data processing technology, and in particular to a design method and system for balancing the structural strength and lightweighting of hollow wall panels in sewage tanks. Background Technology

[0002] As a crucial component of municipal wastewater treatment systems, the wall panel structure design of wastewater tanks directly impacts construction efficiency and operational safety. Traditionally, wastewater tank wall panels are typically made of cast-in-place concrete or precast solid concrete. Precast panels offer advantages over cast-in-place construction in terms of stable quality and shorter construction time, thus finding widespread application in large-scale wastewater treatment projects. To reduce the weight of precast wall panels, hollow wall panel designs have emerged in existing technologies. These designs involve creating cavities within the wall panel and filling them with lightweight materials, thereby reducing the panel's weight and facilitating transportation and hoisting.

[0003] Existing hollow wall panel designs for wastewater treatment plants have several shortcomings. First, the design methodology lacks a systematic approach, relying heavily on engineers' experience and trial-and-error methods. The understanding of the wall panel's stress state is often superficial, resulting in a uniform hollow ratio across the entire panel. This fails to differentiate designs based on the actual stress characteristics of different areas, leading to insufficient strength in high-stress areas due to excessive hollow ratios, and material waste in low-stress areas due to insufficient hollow ratios, thus failing to fully realize the potential for lightweight construction. Second, the selection criteria for filling materials are unclear. Existing designs typically only consider the basic density parameters of the material, neglecting its corrosion resistance and interfacial bonding performance with concrete in the special environment of wastewater treatment plants. This results in the degradation or detachment of the filling material during use, affecting the long-term performance of the wall panel. Third, there are complex coupling relationships among key parameters such as the location, size, and number of cavities. Existing technologies struggle to achieve synergistic optimization of these parameters, making it impossible to achieve an optimal balance between structural strength and self-weight control.

[0004] Due to limitations in the precision of stress analysis, cavity layout optimization methods, and filling material configuration strategies of existing technologies, the designed hollow wall panels either exhibit overly conservative approaches with limited weight reduction or suffer from insufficient local strength, posing safety hazards. When the stress state of the wall panel is not accurately analyzed, it is impossible to establish a correspondence between material distribution and stress distribution, thus hindering the implementation of differentiated hollow ratio configurations. This makes it difficult to find the truly optimal solution even with optimization algorithms, as the starting point and constraints of the optimization are inherently inaccurate. Even after completing the cavity layout design, if the selection of filling materials is not matched to the stress characteristics and environmental conditions of each area, the performance stability of the wall panel throughout its entire life cycle cannot be guaranteed, ultimately failing to provide a scientifically sound basis for wall panel selection in wastewater treatment plant projects. Therefore, there is an urgent need for a design method that can accurately analyze the stress state of the wall panel, achieve collaborative optimization of cavity layout parameters, configure gradient density filling materials, and establish a quantitative performance evaluation system. Summary of the Invention

[0005] This application provides a design method and system for balancing structural strength and lightweighting of hollow wall panels in sewage treatment plants. By establishing a multi-dimensional stress zoning relationship between the wall panels and differentiated hollow ratio configurations, a dual-objective optimization algorithm is used to optimize the cavity layout, configure gradient density filling materials, and establish performance grading standards. This solves the problems of lack of systematic optimization in wall panel design, inaccurate material configuration, and difficulty in balancing strength and lightweighting in existing technologies, and maximizes the weight reduction effect of hollow wall panels in sewage treatment plants while meeting structural strength requirements.

[0006] In a first aspect, this application provides a design method for balancing the structural strength and lightweighting of hollow wall panels in sewage treatment plants, the design method comprising:

[0007] Step S1: Divide the sewage tank wall panel into multiple stress-bearing sub-regions along the height and thickness directions, and extract the stress utilization rate of each sub-region;

[0008] Step S2: Based on the stress utilization rate of each sub-region, configure a differentiated hollow ratio for each sub-region, determine the side length and distribution spacing of the honeycomb cavities, and obtain a preliminary cavity layout scheme;

[0009] Step S3: Establish dual-objective constraints for strength and lightweighting targets, and use cavity location and side length as design variables to iteratively optimize the preliminary cavity layout scheme to obtain target cavity layout parameters;

[0010] Step S4: Divide the filling material into multiple density levels according to the target cavity layout parameters, configure the filling material of the corresponding density level for each sub-region cavity, and perform interface enhancement treatment on the surface of the filling material.

[0011] Step S5: Measure the load-bearing performance parameters of the wall panel, calculate the comprehensive performance index by combining the wall panel density and thickness, and obtain the wall panel performance grading standard based on the comprehensive performance index.

[0012] Secondly, this application provides a design system for balancing the structural strength and lightweighting of hollow wall panels in sewage treatment plants, the design system comprising:

[0013] The extraction module is used to divide the sewage tank wall panel into multiple stress sub-regions along the height and thickness directions, and extract the stress utilization rate of each sub-region;

[0014] The configuration module is used to configure a differentiated hollow ratio for each sub-region based on the stress utilization rate of each sub-region, determine the side length and distribution spacing of the honeycomb cavities, and obtain a preliminary cavity layout scheme.

[0015] The iterative module is used to establish dual-objective constraints for strength and lightweighting targets, and to iteratively optimize the preliminary cavity layout scheme by taking the cavity position and side length as design variables to obtain the target cavity layout parameters.

[0016] The enhancement module is used to divide the filling material into multiple density levels according to the target cavity layout parameters, configure the filling material of the corresponding density level in each sub-region cavity, and perform interface enhancement treatment on the surface of the filling material.

[0017] The calculation module is used to determine the load-bearing performance parameters of the wall panel, calculate the comprehensive performance index by combining the wall panel density and thickness, and obtain the wall panel performance grading standard based on the comprehensive performance index.

[0018] Thirdly, a device for balancing the structural strength and lightweight design of hollow wall panels in sewage treatment plants is provided, comprising: a memory and at least one processor, wherein the memory stores instructions; the at least one processor invokes the instructions in the memory to cause the device for balancing the structural strength and lightweight design of hollow wall panels in sewage treatment plants to execute the aforementioned method for balancing the structural strength and lightweight design of hollow wall panels in sewage treatment plants.

[0019] Fourthly, a computer-readable storage medium is provided, wherein instructions are stored therein, which, when executed on a computer, cause the computer to perform the above-described design method for balancing the strength and lightweighting of hollow wall panels in sewage treatment plants.

[0020] The technical solution provided in this application achieves a refined analysis of the stress state of the wastewater tank wall panel by dividing it into multiple stress-bearing sub-regions along the height and thickness directions and extracting the stress utilization rate of each sub-region. This overcomes the shortcomings of the general understanding of wall panel stress in existing technologies and lays an accurate mechanical foundation for subsequent differentiated design. Based on the stress utilization rate of each sub-region, a differentiated hollow ratio is configured, and the side length and distribution spacing of the honeycomb cavities are determined. This establishes a precise correspondence between material distribution and stress distribution, ensuring sufficient concrete cross-section in high-stress areas to guarantee strength, while fully exploring the lightweight potential in low-stress areas. This avoids the material waste or localized strength deficiencies caused by uniform hollowness in existing technologies. The preliminary cavity layout scheme balances safety and economy. By establishing dual-objective constraints of strength and lightweighting targets and using cavity location and side length as design variables to iteratively optimize the initial cavity layout scheme, the simultaneous optimization of strength safety reserve and weight reduction effect is achieved. This solves the problem that the optimization degree of the design result is not high due to relying on experience and trial and error in the existing technology. The target cavity layout parameters minimize the total weight of the wall panel while meeting all constraints, thus eliminating the dependence on the engineer's personal experience.

[0021] Based on the target cavity layout parameters, the filling material is divided into multiple density levels, and the corresponding density level of filling material is configured for each sub-region cavity. This achieves precise matching between the filling material and the stress characteristics. High-density filling material is used in high-stress areas to contribute to load-bearing capacity, while low-stress areas are used with low-density filling material to maximize weight reduction. This solves the problem of single or unclear selection of filling materials in existing technologies. Interface reinforcement treatment is applied to the surface of the filling material, including the application of a corrosion-resistant coating and the placement of anchor steel mesh. This protects the filling material from sewage corrosion and prevents it from falling off through mechanical connections. This solves the problems of insufficient long-term durability and poor interfacial adhesion of filling materials in existing technologies, ensuring stable performance of the wall panel throughout its entire life cycle. The load-bearing performance parameters of the wall panel are measured, and a comprehensive performance index is calculated based on the wall panel's density and thickness. A quantitative evaluation system for the load-bearing efficiency of the wall panel under unit mass and thickness conditions is established. The higher the comprehensive performance index value, the stronger the load-bearing capacity of the wall panel under the same weight, i.e., the more significant its lightweight and high-strength characteristics. Based on comprehensive performance indicators, a performance grading standard for wall panels is obtained, and applicable sewage tank depth ranges and reinforcement schemes are set for each performance level. This provides a scientific and reasonable basis for wall panel selection in sewage tank engineering. Designers can select the appropriate grade of wall panel by referring to the grading standard based on the actual working conditions of the sewage tank. This solves the problem of the lack of systematic design standards in the existing technology. The overall solution of this application maximizes the weight reduction effect of hollow wall panels in sewage tanks while meeting the requirements of structural strength and durability. Attached Figure Description

[0022] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0023] Figure 1 This is a schematic diagram of an embodiment of the design method for balancing the structural strength and lightweighting of hollow wall panels in sewage tanks in this application.

[0024] Figure 2 This is a schematic diagram of an embodiment of the design system for balancing the structural strength and lightweighting of the hollow wall panel in the sewage tank according to this application.

[0025] Figure 3 This is a schematic block diagram of the structure of the hollow wall panel design device for balancing structural strength and lightweighting in the sewage tank, as described in this embodiment of the invention. Detailed Implementation

[0026] This application provides a design method and system for balancing the structural strength and lightweighting of hollow wall panels in sewage treatment plants. The terms "first," "second," "third," "fourth," etc. (if present) in the specification, claims, and accompanying drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments described herein can be implemented in a sequence other than that illustrated or described herein. Furthermore, the terms "comprising" or "having" and any variations thereof are intended to cover a non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0027] For ease of understanding, the specific process of the embodiments of this application is described below. Please refer to [link / reference]. Figure 1 One embodiment of the design method for balancing the structural strength and lightweighting of hollow wall panels in sewage tanks, as described in this application, includes:

[0028] Step S1: Divide the sewage tank wall panel into multiple stress-bearing sub-regions along the height and thickness directions, and extract the stress utilization rate of each sub-region;

[0029] Step S2: Configure differentiated hollow ratios for each sub-region based on the stress utilization rate of each sub-region, determine the side length and distribution spacing of the honeycomb cavities, and obtain a preliminary cavity layout scheme;

[0030] Step S3: Establish dual-objective constraints for strength and lightweighting targets, use cavity location and side length as design variables, iteratively optimize the preliminary cavity layout scheme, and obtain the target cavity layout parameters.

[0031] Step S4: Divide the filling material into multiple density levels according to the target cavity layout parameters, configure the filling material of the corresponding density level for each sub-region cavity, and perform interface enhancement treatment on the surface of the filling material.

[0032] Step S5: Measure the load-bearing performance parameters of the wall panel, calculate the comprehensive performance index in combination with the wall panel density and thickness, and obtain the wall panel performance grading standard based on the comprehensive performance index.

[0033] It is understood that the implementing entity of this application can be a system for balancing the structural strength and lightweight design of hollow wall panels in sewage treatment plants, or it can be a terminal or a server; no specific limitation is made here. This application's embodiment uses a server as an example for illustration.

[0034] Specifically, the stress characteristics of the wastewater tank wall panels are accurately extracted by dividing them into bidirectional stress zones. Along the height of the wall panels, based on the water pressure distribution, they are divided into high-stress, medium-stress, and low-stress zones. The high-stress zone, located at the bottom of the wall panel, bears the greatest water pressure. The water pressure is calculated by multiplying the wastewater density by the gravitational acceleration and then by the water depth. The wastewater density is taken as 1050 kg / m³, and the gravitational acceleration as 9.8 m / s². For example, the bottom area of ​​a 5-meter-deep wastewater tank experiences the greatest water pressure. Along the thickness direction, based on the stress distribution characteristics of the bending member, the wall panels are divided into tension, neutral, and compression zones. The tension zone, located on the back side, bears tensile stress; the compression zone, located on the front side, bears compressive stress; and the neutral zone has a lower stress level. These two directional zones are then combined to form nine stress sub-regions. For example, the sub-region formed by the intersection of the high-stress zone and the tension zone bears the greatest stress, while the sub-region formed by the intersection of the low-stress zone and the neutral zone bears the least stress. A finite element analysis model was established to calculate the stress field of each sub-region, extracting the values ​​of the maximum principal stress, minimum principal stress, and equivalent stress. The equivalent stress was calculated using the von Mises criterion, obtained by taking the square root of the sum of the squares of the differences between the three principal stresses. The stress utilization rate was calculated based on the equivalent stress and the design value of the concrete axial compressive strength. The stress utilization rate equals the equivalent stress divided by the design value of the concrete axial compressive strength. For example, in a high-stress tension zone, the equivalent stress is 3.2 MPa, and the design value of the axial compressive strength corresponding to concrete strength grade C35 is 16.7 MPa. Therefore, the stress utilization rate for this zone is the equivalent stress divided by the strength design value. Each sub-region was then classified into stress levels according to the magnitude of the stress utilization rate: high-stress sub-regions with higher stress utilization rates, medium-stress sub-regions with medium stress utilization rates, and low-stress sub-regions with lower stress utilization rates. This yielded the specific distribution location of each stress level sub-region on the wall panel.

[0035] Based on stress utilization rate, a differentiated hollow ratio configuration rule is established to achieve on-demand material allocation. An inverse configuration relationship is established for stress utilization rates in high-stress, medium-stress, and low-stress sub-regions; the higher the stress utilization rate, the lower the hollow ratio. The minimum hollow ratio range for high-stress sub-regions is 10% to 15%, for medium-stress sub-regions it is 25% to 35%, and for low-stress sub-regions it is 40% to 50%. The hollow ratio configuration value is determined based on the principle that the safety reserve factor should not be less than 1.8. For example, if the stress utilization rate of a high-stress tension zone is high, the hollow ratio in that zone should be controlled at a lower level to ensure sufficient concrete cross-section to bear the tensile stress. The geometric parameters of the honeycomb-shaped regular hexagonal cavities are determined based on the hollow ratio configuration values ​​and stress gradient distribution characteristics of each stress sub-region. The cavity side length takes a smaller range in high-stress areas, a medium range in medium-stress areas, and a larger range in low-stress areas, following the principle that the lower the stress, the larger the side length. The spacing of cavities along the height of the wall panel is determined based on the stress gradient. Areas with a large stress gradient have smaller, denser spacing; high-stress areas have a smaller spacing range; medium-stress areas have a medium spacing range; and low-stress areas have a larger spacing range. The thickness of the concrete ribs between adjacent cavities is calculated based on the cavity side length and the spacing. For example, if the cavity side length in a high-stress area is a certain value and the spacing is another value, the rib thickness is the spacing minus the cavity side length. However, the actual rib thickness needs to be adjusted according to the shear stress transfer requirements. Based on the void ratio configuration value and cavity geometry parameters, a honeycomb-like cavity layout is constructed for each stress-bearing sub-region. The honeycomb layout uses a close-packed hexagonal arrangement, with adjacent hexagonal cavities sharing boundary ribs. The layout ensures that the actual void ratio of each sub-region meets the configuration value requirements, resulting in a preliminary cavity layout scheme.

[0036] An improved particle swarm optimization (PSO) algorithm is used to optimize the initial layout scheme to achieve an optimal balance between strength and lightweighting. A dual-objective constraint is established, consisting of a strength objective and a lightweighting objective. The strength objective includes constraints on the maximum tensile stress and maximum deflection of the wall panels. The maximum tensile stress must not exceed 70% of the standard value of concrete tensile strength, and the maximum deflection must not exceed 1 / 500 of the calculated span. The lightweight objective includes a constraint on the total weight of the wall panels, requiring that the total weight of the optimized wall panels not exceed a certain proportion of the weight of solid wall panels. The position coordinates and side lengths of each cavity in the initial cavity layout scheme are used as design variables to construct a design variable vector. Each cavity corresponds to three design variables: horizontal position coordinates, vertical position coordinates, and side length. The improved PSO algorithm iteratively optimizes the design variable vector. In the algorithm, each particle represents a cavity layout scheme, and the particle's position vector is the design variable vector. During the iteration process, the particle velocity and position are updated. When updating the particle velocity, three factors are considered: the current velocity, the individual optimal position, and the global optimal position. The updated velocity is then used to update the particle position to obtain a new cavity layout scheme. For each iteration of the cavity layout scheme, the maximum stress, maximum deflection, and total weight of the wall panel are calculated. The maximum stress is calculated using finite element analysis, the maximum deflection using structural mechanics methods, and the total weight using the cavity volume and the density of the filling material. The calculation results are compared with the dual-objective constraints. If the maximum stress, maximum deflection, or total weight exceeds the constraint value, the scheme does not meet the constraints and iteration continues. If all constraints are met and the objective function value converges, iteration stops. After multiple iterations, the converged cavity location coordinates and side length values ​​are obtained. These values ​​correspond to cavity layout schemes that achieve the optimal balance between the wall panel's strength safety reserve and weight reduction effect while satisfying all constraints. Based on the converged cavity location coordinates and side length values, the number of cavities, cavity size, and spatial distribution relationship of cavities in each stress sub-region are determined, yielding the target cavity layout parameters.

[0037] Gradient density filling materials are configured based on the target cavity layout parameters, and interface enhancement treatment is performed. According to the stress characteristics of each stress-bearing sub-region in the target cavity layout parameters, the filling materials are divided into high-density primary filling materials, medium-density secondary filling materials, and low-density tertiary filling materials based on density. The primary filling material has a density range of 500-600 kg / m³ and uses modified rigid polyurethane foam; the secondary filling material has a density range of 300-400 kg / m³ and uses expanded perlite lightweight aggregate concrete; and the tertiary filling material has a density range of 200-250 kg / m³ and uses closed-cell polystyrene foam. The cavity is configured with filling materials of corresponding density levels according to the stress level of each stress-bearing sub-region. Cavities in high-stress sub-regions are filled with primary filling materials to provide a certain load-bearing contribution; cavities in medium-stress sub-regions are filled with secondary filling materials to balance lightweight and strength; and cavities in low-stress sub-regions are filled with tertiary filling materials to maximize weight reduction, resulting in the filling material configuration scheme. The surfaces of the filler materials of each density grade in the filler material configuration scheme are coated with a corrosion-resistant coating. The coating uses an epoxy resin formula with a thickness of three to five millimeters. After curing, the coating has good tensile strength and acid and alkali resistance. Anchor steel mesh is arranged on the coating surface in a grid pattern. The steel mesh uses galvanized steel bars with a diameter of four millimeters arranged in a 100-millimeter grid. One end of the steel bar is pre-embedded in the filler material to a depth of twenty to thirty millimeters, and the other end extends fifteen to twenty-five millimeters to insert into the concrete matrix to form a mechanical interlock. According to the filling material configuration scheme and the interface reinforcement treatment, the filling material is used to assemble the cavities of each stress sub-area. The assembly process adopts an integrated injection and filling process. During the prefabrication of the wall panel, a circular pouring hole is reserved at the top of each cavity. After the concrete is poured and cured to reach 75% of the design strength, the removable inflatable capsule mold is extracted through the pouring hole to form a clean cavity. Then, the pre-prepared filling material is injected through the pouring hole. After injection, the filling material is tightly attached to the concrete cavity wall. After filling, the sealing cover is installed and the pouring hole is sealed with corrosion-resistant sealant to obtain a complete hollow wall panel structure.

[0038] A performance grading standard for wall panels was established through performance testing and index calculation. Three-point bending and compressive tests were conducted on the filled hollow wall panels to determine their equivalent flexural and compressive strengths. In the three-point bending test, the span of the wall panel specimen was set to 2500 mm, and the loading rate was 0.5 kN / s. The ultimate load at specimen failure was recorded, and the equivalent flexural strength was calculated based on the ultimate load, span, specimen width, and thickness. In the compressive test, the specimen size was 300 mm x 300 mm, and the loading rate was 0.3 MPa / s. The equivalent compressive strength was obtained by dividing the failure load by the cross-sectional area. The equivalent elastic modulus of the wall panel was determined through a static elastic modulus test. Strain was measured when the load reached 50% of the equivalent compressive strength. The equivalent elastic modulus was calculated by dividing the stress increment by the strain increment, thus obtaining the load-bearing performance parameters of the wall panel. The actual mass of the wall panel is determined by weighing. The entire panel is placed on an electronic scale, and the mass value is directly read. The panel density is calculated based on the volume, which is equal to the actual mass divided by the volume. The panel thickness is also obtained. A comprehensive performance index is calculated based on the equivalent compressive strength, equivalent elastic modulus, panel density, and panel thickness. This index is equal to the product of the equivalent compressive strength and the equivalent elastic modulus, divided by the product of the panel density and thickness. This index reflects the load-bearing efficiency of the panel per unit mass and thickness; a higher value indicates a stronger load-bearing capacity for the same weight and thickness. Based on the range of the comprehensive performance index, the wall panels are classified into different performance grades: Grade 1 panels have a comprehensive performance index greater than or equal to 0.8; Grade 2 panels have an index between 0.5 and 0.8; and Grade 3 panels have an index between 0.3 and 0.5. For each performance level, the applicable sewage tank depth range and reinforcement scheme are set. Level 1 wall panels are suitable for large sewage treatment plants with sewage tank depth greater than five meters, Level 2 wall panels are suitable for medium-sized sewage treatment stations with sewage tank depth of three to five meters, and Level 3 wall panels are suitable for small sewage treatment facilities with sewage tank depth of less than three meters. At the same time, the corresponding reinforcement ratio and steel bar arrangement are determined according to the performance parameters of different levels of wall panels, so as to obtain the wall panel performance classification standard.

[0039] In one specific embodiment, step S1 includes:

[0040] The sewage tank wall panels are divided into high-stress, medium-stress, and low-stress zones along the height direction according to the water pressure distribution pattern, and into tension, neutral, and compression zones along the thickness direction according to the stress distribution characteristics of the bending members. The high-stress, medium-stress, and low-stress zones are then cross-combined with the tension, neutral, and compression zones to form nine stress sub-regions.

[0041] A finite element analysis model of the sewage tank wall panel was established, and stress field calculations were performed on each stress sub-region. The maximum principal stress, minimum principal stress, and equivalent stress values ​​of each stress sub-region were extracted.

[0042] Based on the equivalent stress value and the design value of the axial compressive strength of concrete, calculate the stress utilization rate of each stress sub-region;

[0043] The stress utilization rate is used to classify the stress levels of each stress sub-region according to its numerical value, thus obtaining the distribution locations of high-stress sub-regions, medium-stress sub-regions, and low-stress sub-regions.

[0044] Specifically, the process of dividing the sewage tank wall panel into high-stress, medium-stress, and low-stress zones along the height direction according to the water pressure distribution pattern is based on the physical law that hydrostatic pressure increases linearly with depth. The bottom of the wall panel bears the greatest water pressure and is therefore classified as the high-stress zone, specifically extending from the bottom of the wall panel upwards to one-third of the total height of the wall panel. The medium-stress zone is located above the high-stress zone and extends to two-thirds of the total height of the wall panel. The low-stress zone is located at the top of the wall panel and extends from two-thirds of the height to the top surface. This division method makes the water pressure range in the three zones significantly different and the height of each zone equal, which facilitates the subsequent cavity layout. The stress distribution characteristics of bending members along the thickness direction are divided into tension zone, neutral zone, and compression zone. This is based on the distribution law of cross-sectional stress along the thickness direction when the wall panel undergoes bending deformation under water pressure. The back side undergoes tensile deformation and is therefore classified as the tension zone, which extends from the outer surface of the back side inward to one-third of the wall panel thickness. The front side undergoes compressive deformation and is therefore classified as the compression zone, which extends from the outer surface of the front side inward to one-third of the wall panel thickness. The neutral zone is located between the tension zone and the compression zone, that is, the middle one-third of the wall panel thickness. The stress in the neutral zone is close to zero. The process of combining the high-stress, medium-stress, and low-stress zones with the tension, neutral, and compression zones to form nine stress sub-regions is achieved through the superposition of spatial positions. The high-stress zone intersects with the tension zone to form a high-stress tension sub-region, the high-stress zone intersects with the neutral zone to form a high-stress neutral sub-region, and the high-stress zone intersects with the compression zone to form a high-stress compression sub-region. The medium-stress and low-stress zones intersect with the three thickness direction zones to form six sub-regions. The nine sub-regions have clear spatial positions and boundaries on the wall panel.

[0045] The process of establishing a finite element analysis model for the wastewater tank wall panel includes defining the panel's geometry, material properties, boundary conditions, and load conditions. The geometry is determined based on the actual wastewater tank design, including the panel's length, height, and thickness. Material properties are input using parameters such as the concrete's elastic modulus, Poisson's ratio, and density. Boundary conditions are set with fixed constraints at the bottom and simply supported constraints on the sides. A water pressure load is applied, with the water pressure distributed in a triangular pattern along the height. When calculating the stress field for each stress-bearing sub-region, the finite element software divides the panel into numerous small elements. A stiffness matrix and mass matrix are established for each element. The overall stiffness equation is solved based on the boundary and load conditions to obtain the displacements at each node. Finally, the strain and stress of each element are calculated based on these displacements. When extracting the maximum principal stress, minimum principal stress, and equivalent stress values ​​of each stress sub-region, first determine all the elements contained in each stress sub-region, traverse the stress calculation results of these elements, find the maximum value of the maximum principal stress and the minimum value of the minimum principal stress, and calculate the equivalent stress value using the von Mises criterion, which is obtained by summing the squares of the differences between the three principal stresses and then taking the square root. Take the maximum value of the equivalent stress in the sub-region as the representative stress of the sub-region.

[0046] When calculating the stress utilization rate of each stress sub-region based on the equivalent stress value and the design value of the axial compressive strength of concrete, the equivalent stress value extracted from each stress sub-region is divided by the design value of the axial compressive strength of concrete to obtain the stress utilization rate of that sub-region. The design value of the axial compressive strength of concrete is determined according to the concrete strength grade. For example, if C35 concrete is used, its axial compressive strength design value is 16.7 MPa. If the equivalent stress of a certain high-stress tension sub-region is 3.2 MPa, then the stress utilization rate of that sub-region is the value obtained by dividing 3.2 by 16.7. When classifying the stress levels of each stress-bearing sub-region according to the stress utilization rate, a threshold for stress utilization rate is set. Sub-regions with higher stress utilization rates are classified as high-stress sub-regions, those with medium stress utilization rates are classified as medium-stress sub-regions, and those with lower stress utilization rates are classified as low-stress sub-regions. This classification determines the distribution of high-stress, medium-stress, and low-stress sub-regions. For example, among the nine stress-bearing sub-regions, the high-stress tension sub-region, the high-stress neutral sub-region, and the medium-stress tension sub-region have higher stress utilization rates and are classified as high-stress sub-regions; the medium-stress neutral sub-region, the medium-stress compression sub-region, and the low-stress tension sub-region have moderate stress utilization rates and are classified as medium-stress sub-regions; and the low-stress neutral sub-region, the low-stress compression sub-region, and the high-stress compression sub-region have lower stress utilization rates and are classified as low-stress sub-regions. This stress level classification provides a quantitative basis for subsequent differentiated hollow ratio configuration, ensuring that the allocation of hollow ratios accurately corresponds to the actual stress state and solving the problem of unreasonable material configuration caused by unclear understanding of the stress state of the wall panel in the prior art.

[0047] In one specific embodiment, step S2 includes:

[0048] Based on the stress utilization rate of the high-stress sub-region, medium-stress sub-region, and low-stress sub-region, an inverse configuration relationship is established. The minimum hollow ratio range is configured for the high-stress sub-region, the medium hollow ratio range is configured for the medium-stress sub-region, and the maximum hollow ratio range is configured for the low-stress sub-region, thus obtaining the hollow ratio configuration value for each stress sub-region.

[0049] Based on the hollowness configuration values ​​and stress gradient distribution characteristics of each stress-bearing sub-region, the range of side length values ​​and the range of distribution spacing values ​​along the height direction of the honeycomb hexagonal cavities in each stress-bearing sub-region are determined.

[0050] Based on the range of side length values ​​and the range of distribution spacing values, the thickness of the concrete rib plate between adjacent cavities is calculated to obtain the cavity geometric dimension parameters of each stress sub-region.

[0051] Based on the hollow ratio configuration value and cavity geometric dimension parameters, a honeycomb-shaped cavity arrangement is carried out for each stress sub-region to obtain a preliminary cavity layout scheme.

[0052] Specifically, the process of establishing an inverse configuration relationship based on the stress utilization rate of high-stress, medium-stress, and low-stress sub-regions involves establishing an inverse relationship between the stress utilization rate value and the hollowness ratio configuration value. A higher stress utilization rate indicates that the stress borne by the sub-region is closer to the material strength limit, requiring the retention of more concrete cross-sections, thus requiring a lower hollowness ratio. Conversely, a lower stress utilization rate indicates sufficient stress reserve in the sub-region, allowing for greater potential for lightweight construction, thus requiring a higher hollowness ratio. When configuring a minimum hollowness ratio range for high-stress sub-regions, since the stress utilization rate is high and these regions need to ensure sufficient structural safety reserves, the hollowness ratio range is set at a low level of 10% to 15%. This range ensures that 85% to 90% of the concrete solidity is retained in the high-stress region. When configuring a medium hollowness ratio range for medium-stress sub-regions, the stress utilization rate of medium-stress sub-regions is at a moderate level, possessing a certain stress reserve but not excessive hollowing out. Therefore, the hollowness ratio range is set at 25% to 35%, achieving a balance between weight reduction and load-bearing capacity. When configuring the maximum hollow ratio range for low-stress sub-regions, the stress utilization rate in these regions is low, and the material strength is not fully utilized, resulting in significant weight reduction potential. Therefore, the hollow ratio range is set at a relatively high level of 40% to 50%, which maximizes the reduction of the wall panel's self-weight. When obtaining the hollow ratio configuration values ​​for each stress-bearing sub-region, a precise hollow ratio configuration value is determined within the above range based on the specific stress utilization rate. Specifically, a value matching the stress utilization rate is selected within the hollow ratio range. If the stress utilization rate is too high within the range, the lower limit of the hollow ratio range is selected; if the stress utilization rate is too low within the range, the upper limit of the hollow ratio range is selected.

[0053] When determining the range of side lengths and the spacing along the wall panel height for the honeycomb-shaped hexagonal cavities in each stress-bearing sub-region based on the hollowness configuration and stress gradient distribution characteristics, the side length range follows the principle that the higher the hollowness, the larger the cavity side length. The high-stress sub-region has the smallest hollowness, so a smaller cavity side length is used; the medium-stress sub-region has a moderate hollowness, so a moderate cavity side length is used; and the low-stress sub-region has the largest hollowness, so a larger cavity side length is used. The stress gradient distribution characteristics reflect the intensity of stress changes between adjacent regions. A large stress gradient indicates rapid stress changes, requiring a denser cavity arrangement for a smooth transition; a small stress gradient indicates slow stress changes, allowing for a sparser cavity arrangement. The spacing along the wall panel height is determined based on the stress gradient. At the boundary between the high-stress and medium-stress areas, the stress gradient is larger, so a smaller spacing is used to ensure denser cavity arrangement; within the medium-stress area, the stress gradient is moderate, so a moderate spacing is used; and in the low-stress area, the stress gradient is small, so a larger spacing is used to ensure sparser cavity arrangement.

[0054] When calculating the thickness of the concrete ribs between adjacent cavities based on the range of side length and distribution spacing, the rib thickness equals the distribution spacing minus the cavity side length, divided by two. This is because when honeycomb-shaped hexagonal cavities are arranged in a close-packed manner, concrete ribs between adjacent cavities serve to bear loads and transfer forces. The calculation of the rib thickness requires satisfying two constraints simultaneously. The first constraint is that the rib thickness must meet the shear stress transfer requirements. According to the theory of mechanics of materials, the shear stress borne by the rib is equal to the shear force divided by the rib cross-sectional area. If the rib thickness is too small, the shear stress will exceed the shear strength of the concrete. The second constraint is that the rib thickness must meet the construction process requirements. If the rib thickness is too small, it will lead to difficulties in concrete pouring and insufficient compaction. When obtaining the cavity geometric dimension parameters of each stress-bearing sub-region, the cavity side length, distribution spacing, and rib thickness of each stress-bearing sub-region are integrated to form a complete set of geometric parameters including cavity dimensions and rib dimensions.

[0055] When arranging honeycomb cavities in each stress-bearing sub-region according to the hollowness ratio configuration value and cavity geometry parameters, the first step is to arrange regular hexagonal cavities in a planar manner within each stress-bearing sub-region according to the determined cavity side length and distribution spacing. The regular hexagonal cavities are arranged in a honeycomb-like close-packed manner, that is, each hexagonal cavity is surrounded by six adjacent cavities, and the adjacent cavities share a boundary rib. During the arrangement process, it is necessary to verify whether the actual hollowness ratio meets the configuration value requirement. The actual hollowness ratio is equal to the total volume of all cavities in the sub-region divided by the total volume of the sub-region. If the actual hollowness ratio is lower than the configuration value, the number of cavities is increased or the cavity side length is increased; if the actual hollowness ratio is higher than the configuration value, the number of cavities is decreased or the cavity side length is decreased. Through iterative adjustments, the actual hollowness ratio is made consistent with the configuration value. When arranging the cavity, it is also necessary to ensure that the distance between the cavity edge and the outer surface of the wall panel is not less than the required thickness of the concrete protective layer. The thickness of the protective layer is determined according to the environmental corrosion level of the sewage tank, and is usually more than 60 mm. The function of the protective layer is to protect the internal steel bars from sewage corrosion and to ensure that the cavity wall is not damaged due to excessive thickness. When the preliminary cavity layout scheme is obtained, the cavity layout results of all stress sub-regions are integrated to form a complete cavity layout scheme covering the entire wall panel. This scheme clearly marks the location coordinates, side length dimensions, and stress sub-region to which each cavity belongs. The preliminary cavity layout scheme serves as the starting scheme for subsequent optimization iterations. Its characteristic is that it realizes the differentiated hollow ratio configuration of different stress regions, solving the problems of material waste or insufficient local strength caused by uniform hollowness in the existing technology.

[0056] In one specific embodiment, step S3 includes:

[0057] Establish dual-objective constraints for strength and lightweighting objectives. The strength objective includes the maximum stress constraint and the maximum deflection constraint of the wall panel, while the lightweighting objective includes the total weight constraint of the wall panel.

[0058] The position coordinates and side lengths of each cavity in the preliminary cavity layout scheme are used as design variables to construct a design variable vector;

[0059] By improving the particle swarm optimization algorithm, the design variable vector is iteratively optimized. During the iteration process, the particle velocity and position are updated, the maximum stress, maximum deflection and total weight of the wall panel of each iterative scheme are calculated, and the calculation results are compared with the dual-objective constraint conditions to obtain the cavity position coordinates and side length values ​​after convergence.

[0060] Based on the converged cavity position coordinates and side length values, the number of cavities, cavity size, and cavity spatial distribution relationship of each force-bearing sub-region are determined, and the target cavity layout parameters are obtained.

[0061] Specifically, when establishing the dual-objective constraints for strength and lightweighting objectives, the strength objective includes two constraints: maximum stress constraint and maximum deflection constraint for the wall panel. The maximum stress constraint requires that the optimized cavity layout ensures the maximum tensile stress borne by the wall panel does not exceed 70% of the standard value of the concrete tensile strength. This is because concrete tensile strength is relatively low, and the sewage tank is subjected to water pressure for a long time, requiring sufficient safety reserves. The maximum deflection constraint requires that the maximum deflection of the wall panel under water pressure does not exceed 1 / 500 of the calculated span. This is a basic requirement of structural design codes for the stiffness of bending members, preventing excessive wall panel deformation from affecting functionality. The lightweighting objective includes a total weight constraint for the wall panel, requiring a significant reduction in the total weight of the optimized wall panel compared to the solid wall panel, without setting a specific lower limit for the weight reduction ratio. The lighter the weight, the better, provided the strength constraints are met. The dual-objective constraints simultaneously incorporate strength safety and lightweighting effects into the optimization considerations, solving the problems in existing technologies where simply pursuing weight reduction leads to insufficient strength or excessive conservatism results in poor weight reduction.

[0062] When constructing the design variable vector using the position coordinates and side lengths of each cavity in the preliminary cavity layout scheme as design variables, each cavity corresponds to three design variables: the lateral position coordinates, longitudinal position coordinates, and cavity side length of the cavity center point. The lateral position coordinates represent the position value of the cavity center point in the width direction of the wall panel, the longitudinal position coordinates represent the position value of the cavity center point in the height direction of the wall panel, and the cavity side length represents the side length dimension of the regular hexagonal cavity. When constructing the design variable vector, all cavity design variables are arranged sequentially to form a long vector. Assuming the preliminary cavity layout scheme contains several cavities, the design variable vector contains three times the number of cavities as elements. Every three consecutive elements represent the position and size information of one cavity. Each element of the design variable vector has a value range constraint: the value range of the position coordinates is determined by the wall panel size and the protective layer thickness, and the value range of the side length is determined by the side length range of each stress sub-region determined in the previous steps.

[0063] When iteratively optimizing the design variable vector using an improved particle swarm optimization (PSO) algorithm, the PSO algorithm, a swarm intelligence-based optimization algorithm, is used. Each particle represents a candidate cavity layout scheme, and the particle's position vector is the design variable vector. Particles move in the search space to find the optimal solution. The improved PSO algorithm introduces an adaptive inertia weight strategy based on the standard PSO algorithm. The inertia weight controls the degree to which particles maintain their original motion trend. In the early stages of iteration, a larger inertia weight allows particles to explore a large area of ​​the search space, while in the later stages, a smaller inertia weight allows particles to search more precisely near the optimal solution. The inertia weight decreases linearly with the number of iterations, from its initial value to its final value. When updating particle velocity and position during iteration, the particle velocity update formula comprehensively considers three factors: the current velocity multiplied by the inertia weight, the difference between the particle's historical best position and the current position multiplied by the learning factor and a random number, and the difference between the global historical best position and the current position multiplied by the learning factor and a random number. After the velocity update, boundary processing is performed to prevent the velocity from being too large and causing the particle to fly out of the search space. The particle position update formula is the current position plus the updated velocity to obtain the new position. After the position update, boundary processing is also performed to ensure that the position is within the allowable range. When calculating the maximum stress, maximum deflection, and total weight of the wall panel for each iterative scheme, a finite element analysis model is established for the cavity layout scheme represented by each particle position vector. The stress distribution and displacement distribution of the wall panel under this scheme are obtained through finite element calculation. The maximum tensile stress is extracted from the stress distribution as the maximum stress of the wall panel, and the maximum displacement is extracted from the displacement distribution as the maximum deflection of the wall panel. The total weight of the wall panel is obtained by multiplying the volume of the solid concrete of the wall panel by the concrete density and adding the volume of each cavity filling material multiplied by the density of the corresponding filling material. When comparing the calculation results with the dual-objective constraints, the algorithm checks whether the maximum stress of the wall panel is less than or equal to the constraint value, whether the maximum deflection is less than or equal to the constraint value, and whether the total weight is less than the weight of the solid wall panel. If all three conditions are met, the solution is feasible, and its performance indicators are recorded. If any condition is not met, the solution is infeasible and iterative search continues. During the iteration process, the historical optimal position and the global historical optimal position of each particle are continuously updated. The historical optimal position is the solution with the minimum total weight among all feasible solutions experienced by the particle, and the global historical optimal position is the solution with the minimum total weight among all feasible solutions experienced by all particles. When the converged cavity position coordinates and side length values ​​are obtained, the algorithm stops iterating when the global optimal position no longer changes after multiple consecutive iterations or when the number of iterations reaches the preset upper limit. At this time, the design variable vector corresponding to the global optimal position is the converged cavity position coordinates and side length values. This solution minimizes the total weight of the wall panel while satisfying all constraints.

[0064] When determining the number, size, and spatial distribution of cavities in each stress-bearing sub-region based on the converged cavity location coordinates and side length values ​​to obtain the target cavity layout parameters, all converged cavities are traversed. The location coordinates of each cavity determine which stress-bearing sub-region it belongs to. The number of cavities belonging to each stress-bearing sub-region is obtained by counting the number of cavities belonging to each sub-region. The side length values ​​of all cavities belonging to each sub-region are extracted to form the cavity size distribution data for that sub-region. The distance between the center points of adjacent cavities within the same stress-bearing sub-region is calculated to obtain the cavity spacing distribution. The data is used to calculate the distance between the center point of the cavity at the boundary of each stress-bearing sub-region and the boundary to obtain the boundary cavity position data. The number of cavities, cavity size distribution data, cavity spacing distribution data and boundary cavity position data of each stress-bearing sub-region are integrated to form a complete target cavity layout parameter. This parameter clearly defines the precise position and size of each cavity and the spatial relationship between cavities. Compared with the preliminary cavity layout scheme, the target cavity layout parameter achieves the optimal balance between strength and weight through algorithm optimization, which solves the problem that the design results are not optimized due to relying on experience and trial and error in the existing technology.

[0065] In one specific embodiment, based on the converged cavity position coordinates and side length values, the number of cavities, cavity size, and cavity spatial distribution relationship of each force-bearing sub-region are determined to obtain the target cavity layout parameters, including:

[0066] Based on the cavity position coordinates after convergence, the number of cavities in each stress sub-region is counted to obtain the number of cavities in the high-stress sub-region, the medium-stress sub-region, and the low-stress sub-region.

[0067] Based on the converged side length values, the side length values ​​of the cavities in each force-bearing sub-region are extracted to obtain the cavity size distribution data of each force-bearing sub-region.

[0068] Based on the cavity location coordinates, the center distance between adjacent cavities in the same force-bearing sub-region and the distance between the cavity and the boundary at the boundary of each force-bearing sub-region are calculated to obtain the spatial distribution relationship of the cavities;

[0069] The number of cavities, cavity size distribution data, and cavity spatial distribution relationship of each force-bearing sub-region are integrated to obtain the target cavity layout parameters.

[0070] Specifically, when counting the number of cavities in each stress sub-region based on the converged cavity location coordinates, the algorithm first iterates through all cavity location coordinates output by the optimization algorithm. For each cavity, the stress sub-region to which it belongs is determined based on its location coordinates. The determination method is to compare the cavity's lateral and longitudinal location coordinates with the boundary coordinates of each stress sub-region. If the cavity's location coordinates are within the boundary range of a certain stress sub-region, then the cavity belongs to that stress sub-region. During the counting process, counters are set for high-stress, medium-stress, and low-stress sub-regions. Each time a cavity is identified as belonging to a region, the counter for that region is incremented by one. After iterating through all cavities, the value of each counter is the number of cavities in each stress sub-region. After obtaining the number of cavities in the high-stress, medium-stress, and low-stress sub-regions, these numbers reflect the cavity density of each stress sub-region after optimization. A smaller number of cavities in the high-stress sub-region indicates that more concrete solids are retained in the region to ensure strength, while a larger number of cavities in the low-stress sub-region indicates that the region has fully explored its lightweight potential.

[0071] When extracting the side length values ​​of cavities within each stress sub-region based on the converged side length values ​​to obtain the cavity size distribution data for each stress sub-region, the side length values ​​of all cavities belonging to the same stress sub-region are extracted to form the side length data set for that region, based on the already determined stress sub-region. The extraction process involves reading the side length value corresponding to each cavity from the design variable vector output by the optimization algorithm, organizing the side lengths of all cavities belonging to the high-stress sub-region into high-stress sub-region cavity size distribution data, organizing the side lengths of all cavities belonging to the medium-stress sub-region into medium-stress sub-region cavity size distribution data, and organizing the side lengths of all cavities belonging to the low-stress sub-region into low-stress sub-region cavity size distribution data. The cavity size distribution data for each stress sub-region includes the side length values ​​of all cavities in that region, as well as the statistical characteristics of the side lengths, such as the average side length, maximum side length, and minimum side length. By analyzing the cavity size distribution data, we can understand the variation pattern of cavity size in each stress sub-region. The generally smaller cavity side lengths in high-stress sub-regions indicate that thicker concrete ribs need to be retained in that region, while the generally larger cavity side lengths in low-stress sub-regions indicate that cavities occupy a higher proportion of the space in that region.

[0072] When calculating the center-to-center distance between adjacent cavities within the same stress-bearing sub-region based on the cavity location coordinates, and the distance between cavities at the boundaries of each stress-bearing sub-region and their boundaries to obtain the spatial distribution relationship of cavities, the center-to-center distance calculation involves pairing all cavities within the same stress-bearing sub-region and calculating the straight-line distance between their center points. The distance calculation formula is the square root of the sum of the squares of the differences in the lateral and longitudinal position coordinates of the two cavities. This calculation yields a set of center-to-center distance data between all cavity pairs within the stress-bearing sub-region. The cavity pairs with the smallest distances are then selected as adjacent cavities, and the center-to-center distance values ​​of these adjacent cavities are recorded to form the adjacent cavity spacing distribution data for that region. The distance calculation between cavities at the boundaries of each stress-bearing sub-region determines which cavities are located near the boundaries of that sub-region. The criterion is that the distance between the cavity center point and any boundary of that sub-region is less than a certain multiple of the cavity's side length. For these boundary cavities, the vertical distance from their center point to the nearest boundary is calculated. This vertical distance is equal to the absolute value of the difference between the cavity's position coordinates and the boundary coordinates. The distances between all boundary cavities and their boundaries are recorded to form the boundary cavity position data. The spatial distribution relationship of cavities includes data on the spacing between adjacent cavities and the location data of boundary cavities. These data describe the spatial arrangement characteristics of cavities in each stress sub-region. The spacing between adjacent cavities reflects the compactness of the cavities, and the location of boundary cavities reflects whether the cavity layout meets the requirements for the thickness of the protective layer.

[0073] When integrating the number of cavities, cavity size distribution data, and cavity spatial distribution relationships of each stress-bearing sub-region to obtain the target cavity layout parameters, the integration process involves classifying and organizing the aforementioned three types of data according to the stress-bearing sub-regions to form a structured parameter set. For each stress-bearing sub-region, a data structure is established containing the number of cavities in that region, the side length data of all cavities in that region, the spacing data between adjacent cavities in that region, and the location data of the boundary cavities in that region. The target cavity layout parameters are stored in tabular or database form. The rows of the table correspond to each stress-bearing sub-region, and the columns correspond to various parameter data. By querying the target cavity layout parameters, the complete cavity layout information of any stress-bearing sub-region can be quickly obtained. Compared with the initial cavity layout scheme, the target cavity layout parameters, through iterative optimization algorithms, minimize the weight of the number, size, and location of cavities while satisfying strength constraints. This solves the problem in existing technologies where it is difficult to coordinate the optimization of cavity layout parameters, leading to less than ideal design results. The target cavity layout parameters provide a precise design basis for subsequent filling material configuration and wall panel fabrication.

[0074] In one specific embodiment, step S4 includes:

[0075] Based on the stress characteristics of each sub-region in the target cavity layout parameters, the filling material is divided into high-density primary filling material, medium-density secondary filling material and low-density tertiary filling material according to density.

[0076] Based on the stress level of each stress sub-region, a first-level filling material is configured for the cavity in the high-stress sub-region, a second-level filling material is configured for the cavity in the medium-stress sub-region, and a third-level filling material is configured for the cavity in the low-stress sub-region, thus obtaining the filling material configuration scheme.

[0077] The surfaces of the filler materials of each density grade in the filler material configuration scheme are coated with a corrosion-resistant coating, and anchor steel mesh is arranged on the coating surface in a grid pattern.

[0078] Based on the filling material configuration scheme and the filling material completed by the interface enhancement treatment, the filling material is assembled into the cavity of each stress sub-region to obtain a complete hollow wall panel structure.

[0079] Specifically, when classifying filling materials into high-density primary filling materials, medium-density secondary filling materials, and low-density tertiary filling materials according to density based on the stress characteristics of each stress-bearing sub-region in the target cavity layout parameters, the stress characteristics include the stress utilization rate and safety reserve requirements of each stress-bearing sub-region. High-stress sub-regions have high stress utilization rates and strict safety reserve requirements, necessitating filling materials with a certain load-bearing capacity; therefore, higher-density filling materials are configured. Low-stress sub-regions have low stress utilization rates and sufficient safety reserves, allowing for the configuration of lower-density filling materials to maximize weight reduction. The density range of high-density primary filling materials is 500 to 600 kg / m³, using modified rigid polyurethane foam. This material is made by adding reinforcing agents and flame retardants during the polyurethane foaming process. It has a compressive strength of not less than 0.8 MPa, a thermal conductivity of not more than 0.024 W / m Kelvin, and a water absorption rate of not more than 3%. The closed-cell structure of the material gives it good waterproof performance and durability. Medium-density secondary filler material has a density range of 300 to 400 kg / m³, using expanded perlite lightweight aggregate concrete. This material is made by mixing expanded perlite as lightweight aggregate with cement and fly ash. Its compressive strength is not less than 0.4 MPa, its thermal conductivity is not greater than 0.15 W / m Kelvin, and its water absorption rate is not greater than 15%. The porous structure of this material ensures good lightweight properties while maintaining a certain strength. Low-density tertiary filler material has a density range of 200 to 250 kg / m³, using closed-cell polystyrene foam. This material is formed by heating and foaming polystyrene particles. Its compressive strength is not less than 0.15 MPa, its thermal conductivity is not greater than 0.041 W / m Kelvin, and its water absorption rate is not greater than 1%. This material has the lowest density and the most significant weight reduction effect.

[0080] The filling material configuration scheme is determined by configuring first-level filling material for cavities in high-stress sub-regions, second-level filling material for cavities in medium-stress sub-regions, and third-level filling material for cavities in low-stress sub-regions, based on the stress level of each stress sub-region. The configuration process involves traversing all cavities in the target cavity layout parameters and determining the appropriate filling material level for each cavity based on its stress sub-region. Cavities belonging to high-stress sub-regions are marked as requiring first-level filling material, those in medium-stress sub-regions as second-level, and those in low-stress sub-regions as third-level. The filling material configuration scheme is organized in the form of a list or mapping table, recording the cavity number, location coordinates, dimensions, stress sub-region, and filling material level for each cavity. This scheme clearly identifies the material required for each cavity and its performance parameters, achieving precise matching between the filling material and the stress characteristics. This solves the problem of limited material selection or unclear selection criteria in existing technologies.

[0081] The surface of the filler materials of each density grade in the filler material configuration scheme is coated with a corrosion-resistant coating. When the anchor steel mesh is arranged in a grid on the coating surface, the purpose of the corrosion-resistant coating treatment is to protect the filler materials from the corrosion and erosion of acidic and alkaline substances and sulfates in sewage. The coating material adopts an epoxy resin formula including epoxy resin base, curing agent, toughening agent and acid-resistant filler. The coating thickness is controlled at three to five millimeters. The coating process is to first clean and dry the surface of the filler material, and then apply the epoxy resin coating evenly to the surface of the filler material by brushing or spraying. After the coating is cured, a dense protective film is formed. The curing time is determined according to the ambient temperature. At room temperature, it takes 24 to 48 hours to fully cure. The tensile strength of the cured coating is not less than 25 MPa. It is stable and does not degrade in an environment with an acidity or alkalinity of 2 to 12. When anchoring steel mesh is arranged in a grid pattern on the coating surface, the function of the steel mesh is to mechanically connect the filler material with the concrete matrix to prevent the filler material from falling off or shifting during long-term use. The steel mesh uses galvanized steel bars with a diameter of 4 mm and a zinc coating thickness of not less than 70 micrometers to prevent steel bar corrosion. The steel bars are arranged in a grid pattern with a grid spacing of 100 mm by 100 mm to form a grid structure. One end of the steel bar is inserted into the filler material to a depth of 20 to 30 mm by pre-embedding. When inserting, holes are pre-drilled or reserved in the surface of the filler material, and then the end of the steel bar is inserted into the hole and fixed with adhesive. The other end of the steel bar extends out of the surface of the filler material by 15 to 25 mm. The protruding part is wrapped inside the concrete during the pouring of the wall panel to form a mechanical interlocking connection. The anchoring steel mesh makes the filler material and the concrete matrix form an integral load-bearing structure.

[0082] When assembling the filling materials for each stress-bearing sub-region cavity to obtain a complete hollow wall panel structure, the assembly process adopts an integrated injection and filling construction process. During the wall panel prefabrication stage, a circular pouring hole is reserved on the top surface of the wall panel corresponding to each cavity. The diameter of the pouring hole is determined according to the cavity volume. A removable inflatable capsule mold is placed in the cavity. After the capsule is inflated, it expands to form the cavity shape. Concrete is poured and cured until the concrete strength reaches 75% of the design strength. Low-pressure compressed air is injected into the capsule to separate the capsule from the concrete. Then, the collapsed capsule mold is pulled out from the pouring hole to form a clean cavity. For cavities requiring modified polyurethane foam filling, a two-component polyurethane foaming agent is injected through the pouring hole. The agent undergoes a chemical reaction within the cavity, generating numerous bubbles that expand and fill the entire cavity. During foaming, the agent expands to approximately three times its original volume; therefore, the injected amount is about one-third of the cavity volume. After injection, the agent freely foams within the cavity, forming a foam block that perfectly conforms to the cavity shape. Once foaming is complete, the foam solidifies, forming a hard filler. For cavities requiring expanded perlite concrete filling, cement, expanded perlite, fly ash, and water are mixed according to a specific ratio to create a fluid slurry. This slurry is injected into the cavity through the pouring hole using a pressure pump. The injection pressure is controlled at 0.2 to 0.3 MPa to prevent excessive pressure from cracking the concrete matrix. The injection speed is controlled at 150 to 200 liters per hour to ensure the slurry fills the cavity and removes internal air bubbles. After filling, the slurry is left to cure until hardened. For cavities requiring polystyrene foam filling, prefabricated foam blocks are inserted into the pouring hole. The foam blocks are slightly smaller than the cavity for easy insertion. After insertion, the foam blocks rebound to fill the cavity due to their elasticity. After filling, a sealing cover plate for the pouring hole is installed. The cover plate is made of prefabricated concrete block with the same strength grade as the wall panel. Polysulfide sealant is applied to the bottom surface of the cover plate and then pressed into the pouring hole. The sealant is extruded to form a sealing ring to prevent sewage from seeping into the pouring hole. The top surface of the cover plate is smoothed with epoxy mortar to make it flush with the surface of the wall panel. After assembly, a complete hollow wall panel structure is obtained, with the interior filled with filling materials of different densities and the filling materials mechanically connected to the concrete matrix through anchored steel mesh. This structure achieves an organic unity of lightweight structure and strength guarantee, solving the problems of heavy wall panel weight and high construction difficulty in existing technologies.

[0083] In one specific embodiment, step S5 includes:

[0084] Three-point bending and compression tests were conducted on the filled hollow wall panels to determine the equivalent bending strength and equivalent compressive strength of the panels. The equivalent elastic modulus of the panels was determined by static elastic modulus test to obtain the load-bearing performance parameters of the panels.

[0085] The actual mass of the wall panel is determined by weighing, and the density of the wall panel is calculated by combining the volume of the wall panel to obtain the wall panel thickness parameter.

[0086] The comprehensive performance index is calculated based on the equivalent compressive strength, equivalent elastic modulus, wall panel density, and wall panel thickness.

[0087] Based on the numerical range of comprehensive performance indicators, the wall panels are divided into different performance grades. Applicable sewage tank depth ranges and reinforcement schemes are set for each performance grade to obtain the wall panel performance grading standard.

[0088] Specifically, the equivalent bending strength and equivalent compressive strength of the hollow wall panel are determined by conducting a three-point bending test and a compressive test. The equivalent elastic modulus of the wall panel is determined by a static elastic modulus test to obtain the load-bearing performance parameters of the wall panel. The three-point bending test method is to place the wall panel specimen on two supports to form a simply supported beam. The distance between the two supports is the test span. A concentrated load is applied at the mid-span of the specimen. The loading device is a hydraulic jack or a universal testing machine. The loading rate is kept constant and the load is gradually increased until the specimen fails. The maximum load recorded at the time of failure is the ultimate load. The equivalent bending strength is calculated based on the ultimate load. The calculation method is to multiply the ultimate load by the test span, divide by the specimen width, divide by the square of the specimen thickness, and divide by the section reduction factor. The section reduction factor takes into account the weakening effect of the hollow structure on the bending capacity of the section. The equivalent bending strength reflects the load-bearing capacity of the wall panel under bending load. The compression test involves cutting the wall panel into square blocks, each 300 mm x 300 mm in size. These blocks are placed on the pressure plate of a compression testing machine, which applies compressive stress at a constant rate, increasing uniformly from zero until the block fails. The maximum pressure recorded at failure is divided by the cross-sectional area of ​​the block to obtain the equivalent compressive strength. This equivalent compressive strength reflects the wall panel's load-bearing capacity under compressive load. The static modulus of elasticity test involves stopping the loading process when the compressive stress reaches 50% of the equivalent compressive strength. Strain gauges are then attached to the surface of the block to measure the compressive strain at that load level. Resistance strain gauges are attached to the center of the block, and strain readings are recorded. The equivalent modulus of elasticity is equal to the increase in compressive stress divided by the increase in strain. The increase in compressive stress corresponds to the increase from zero load to 50% of the equivalent compressive strength, while the increase in strain is the corresponding change in strain. The equivalent modulus of elasticity reflects the stiffness characteristics of the wall panel material.

[0089] When determining the actual mass of the wall panel using the weighing method and calculating its density based on its volume to obtain the wall panel thickness parameter, the weighing method involves placing the complete wall panel specimen on a large electronic scale or weighbridge. The scale's range must be sufficient to ensure an accuracy of at least one kilogram for the wall panel's weight range. The mass value displayed on the scale is the actual mass of the wall panel. The wall panel volume is calculated by multiplying the panel's length by its width and then by its thickness. The length and width are measured using a measuring tape, while the thickness is measured at multiple locations on the panel using calipers or a thickness gauge, and the average value is taken. The wall panel density is calculated by dividing the actual mass by its volume. The density comprehensively reflects the weighted average density of the concrete and filler materials within the wall panel; a lower density value indicates a higher degree of lightweight construction. The wall panel thickness parameter is obtained directly from the measurement data and is a necessary input parameter for subsequent calculations of comprehensive performance indicators.

[0090] When calculating the comprehensive performance index based on equivalent compressive strength, equivalent elastic modulus, wall panel density, and wall panel thickness, the calculation method is to divide the product of equivalent compressive strength and equivalent elastic modulus by the product of wall panel density and wall panel thickness. The physical meaning of this index is the comprehensive load-bearing efficiency of the wall panel under unit mass and unit thickness conditions. The numerator, equivalent compressive strength multiplied by equivalent elastic modulus, reflects the strength and stiffness performance of the wall panel; a larger value indicates a stronger load-bearing capacity. The denominator, wall panel density multiplied by wall panel thickness, reflects the amount of material used in the wall panel; a larger value indicates a heavier or thicker wall panel. A larger comprehensive performance index value indicates a higher load-bearing capacity for the same weight and thickness, i.e., a more significant lightweight and high-strength characteristic. During the calculation process, the units of all parameters need to be consistent. The unit for equivalent compressive strength is megapascals (MPa), the unit for equivalent elastic modulus is gigapascals (GPa) and needs to be converted to MPa, the unit for wall panel density is kilograms per cubic meter, and the unit for wall panel thickness is millimeters. The calculated comprehensive performance index is a dimensionless value or a value with specific dimensions after unit conversion.

[0091] Based on the numerical range of comprehensive performance indicators, wall panels are classified into different performance grades. When determining the applicable sewage tank depth range and reinforcement scheme for each performance grade to obtain the wall panel performance grading standard, the performance grade classification is based on a grading threshold set according to the comprehensive performance indicators. Wall panels with comprehensive performance indicators greater than or equal to a certain higher threshold are classified as Grade 1 wall panels; those with comprehensive performance indicators within the medium threshold range are classified as Grade 2 wall panels; and those with comprehensive performance indicators within the lower threshold range are classified as Grade 3 wall panels. The grading standard is formulated with reference to the actual needs of sewage tank projects and design specifications. When setting the applicable sewage tank depth range for each performance grade, Grade 1 wall panels have the highest comprehensive performance indicators and the strongest load-bearing capacity, suitable for sewage tanks with greater depths. Grade 2 wall panels have medium comprehensive performance indicators, suitable for sewage tanks with medium depths. Grade 3 wall panels have lower comprehensive performance indicators, suitable for sewage tanks with shallower depths. The sewage tank depth is directly related to the water pressure that the wall panel withstands; the greater the depth, the greater the water pressure, and the higher the performance requirements for the wall panel. When setting reinforcement schemes for each performance level, the reinforcement scheme includes the diameter of the steel bars, the spacing of the steel bars, and the number of steel bar layers. Level 1 wall panels require a higher reinforcement ratio, using larger diameter steel bars and smaller steel bar spacing. Level 2 wall panels have a medium reinforcement ratio, and Level 3 wall panels have a lower reinforcement ratio. The reinforcement scheme is determined based on the stress characteristics of the wall panels and the concrete structure design code. The wall panel performance grading standard provides a quantitative basis for the selection of wall panels in sewage treatment plant projects. Designers refer to the grading standard based on the actual depth and load conditions of the sewage treatment plant to select the appropriate grade of wall panels and design according to the prescribed reinforcement scheme. The establishment of the grading standard solves the problem of the lack of systematic design standards and selection basis in the existing technology.

[0092] The above describes the structural strength and lightweight design method for balancing the hollow wall panels of the sewage tank in the embodiments of this application. The following describes the structural strength and lightweight design system for the hollow wall panels of the sewage tank in the embodiments of this application. Please refer to [link / reference]. Figure 2 One embodiment of the hollow wall panel structure strength and lightweight design system for sewage tanks in this application includes:

[0093] The extraction module is used to divide the sewage tank wall panel into multiple stress sub-regions along the height and thickness directions, and extract the stress utilization rate of each sub-region;

[0094] The configuration module is used to configure a differentiated hollow ratio for each sub-region based on the stress utilization rate of each sub-region, determine the side length and distribution spacing of the honeycomb cavities, and obtain a preliminary cavity layout scheme.

[0095] The iterative module is used to establish dual-objective constraints for strength and lightweighting targets, and to iteratively optimize the preliminary cavity layout scheme by taking the cavity position and side length as design variables to obtain the target cavity layout parameters.

[0096] The enhancement module is used to divide the filling material into multiple density levels according to the target cavity layout parameters, configure the filling material of the corresponding density level in each sub-region cavity, and perform interface enhancement treatment on the surface of the filling material.

[0097] The calculation module is used to determine the load-bearing performance parameters of the wall panel, calculate the comprehensive performance index by combining the wall panel density and thickness, and obtain the wall panel performance grading standard based on the comprehensive performance index.

[0098] above Figure 2 The structural strength and lightweight balance design system of the hollow wall panel of the sewage tank in this embodiment of the invention is described in detail from the perspective of modular functional entities. The structural strength and lightweight balance design equipment of the hollow wall panel of the sewage tank in this embodiment of the invention is described in detail from the perspective of hardware processing.

[0099] Reference Figure 3 This invention also provides a design device for balancing the structural strength and lightweight design of hollow wall panels in sewage tanks. This device can be a server, and its internal structure can be as follows: Figure 3 As shown. The wastewater treatment tank hollow wall panel structural strength and lightweight design device includes a processor, memory, display screen, input device, network interface, and database connected via a system bus. The processor in this computer design provides computing and control capabilities. The memory of the wastewater treatment tank hollow wall panel structural strength and lightweight design device includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores the operating system, computer programs, and database. The internal memory provides an environment for the operation of the operating system and computer programs in the non-volatile storage medium. The database of the wastewater treatment tank hollow wall panel structural strength and lightweight design device is used to store the data corresponding to this embodiment. The network interface of the wastewater treatment tank hollow wall panel structural strength and lightweight design device is used for communication with external terminals via network connection. When the computer program is executed by the processor, it implements the above-described method.

[0100] Those skilled in the art will understand that Figure 3 The structure shown is merely a block diagram of a portion of the structure related to the present invention and does not constitute a limitation on the design equipment for balancing the strength and lightweighting of the hollow wall panel structure in the sewage tank to which the present invention is applied.

[0101] The present invention also provides a computer-readable storage medium, which can be a non-volatile computer-readable storage medium or a volatile computer-readable storage medium, wherein the computer-readable storage medium stores instructions that, when the instructions are executed on a computer, cause the computer to perform the steps of the design method for balancing the strength and lightweighting of the hollow wall panel structure in the sewage tank.

[0102] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the specific working processes of the systems and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0103] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a wastewater treatment plant hollow wall panel structure strength and lightweight balance design device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes: USB flash drive, portable hard drive, read-only memory (ROM), random access memory (RAM), magnetic disk, or optical disk, and other media capable of storing program code.

[0104] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for balancing the strength and lightness of a sewage tank hollow wall panel structure, characterized by, The method comprises: Step S1: dividing the sewage pool wall plate into a plurality of stress sub-regions along the height direction and the thickness direction, and extracting stress utilization rates of the sub-regions; Step S2: configuring different hollow rates for the sub-regions according to the stress utilization rates of the sub-regions, determining the side length and distribution interval of the honeycomb cavity, and obtaining a preliminary cavity layout scheme; Step S3: establishing double-target constraints of strength target items and lightweight target items, taking the cavity position and side length as design variables, and iteratively optimizing the preliminary cavity layout scheme to obtain target cavity layout parameters; Step S4: dividing the filling material into a plurality of density grades according to the target cavity layout parameters, configuring the filling material of the corresponding density grade for the cavity of each sub-region, and performing interface enhancement treatment on the surface of the filling material; Step S5: measuring the bearing performance parameters of the wall plate, calculating the comprehensive performance index in combination with the wall plate density and thickness, and obtaining the wall plate performance grading standard according to the comprehensive performance index.

2. The method according to claim 1, wherein The step S1 comprises: The sewage pool wall plate is divided into a high stress area, a medium stress area and a low stress area along the height direction according to the water pressure distribution law, and is divided into a tension area, a neutral area and a compression area along the thickness direction according to the stress distribution characteristics of the bending member, the high stress area, the medium stress area and the low stress area are respectively combined with the tension area, the neutral area and the compression area to form nine stress sub-regions; A finite element analysis model of the sewage pool wall plate is established, and the stress field of each stress sub-region is calculated to extract the maximum principal stress, the minimum principal stress and the equivalent stress value of each stress sub-region; According to the equivalent stress value and the design value of the axial compressive strength of concrete, the stress utilization rate of each stress sub-region is calculated; The stress utilization rate is divided into stress levels for each stress sub-region according to the numerical value to obtain the distribution position of the high stress sub-region, the medium stress sub-region and the low stress sub-region.

3. The method according to claim 2, wherein the method is characterized by: The step S2 comprises: According to the stress utilization rates of the high stress sub-region, the medium stress sub-region and the low stress sub-region, a reverse configuration relationship is established, the minimum hollow rate range is configured for the high stress sub-region, the medium hollow rate range is configured for the medium stress sub-region, and the maximum hollow rate range is configured for the low stress sub-region to obtain the hollow rate configuration value of each stress sub-region; According to the hollow rate configuration value and the stress gradient distribution characteristics of each stress sub-region, the side length value range and the distribution interval value range of the honeycomb regular hexagonal cavity in each stress sub-region are determined; According to the side length value range and the distribution interval value range, the concrete rib plate thickness between adjacent cavities is calculated to obtain the cavity geometric size parameters of each stress sub-region; According to the hollow rate configuration value and the cavity geometric size parameters, the honeycomb cavity arrangement is performed for each stress sub-region to obtain a preliminary cavity layout scheme.

4. The method according to claim 1, wherein the method is characterized by: The step S3 comprises: Double-target constraints of strength target items and lightweight target items are established, the strength target items include wall plate maximum stress constraints and maximum deflection constraints, and the lightweight target items include wall plate total weight constraints; The position coordinates and side lengths of the cavities in the preliminary cavity layout scheme are taken as design variables to construct a design variable vector; The design variable vector is iteratively optimized by improving the particle swarm algorithm, the particle velocity and position are updated in the iteration process, the maximum stress, maximum deflection and total weight of each iteration scheme are calculated, the calculation results are compared with the double target constraint conditions to determine the converged cavity position coordinates and edge length values; According to the converged cavity position coordinates and edge length values, the number, size and spatial distribution relationship of the cavities in each stress sub-region are determined to obtain the target cavity layout parameters.

5. The method according to claim 4, wherein the method is characterized by: According to the converged cavity position coordinates and edge length values, the number, size and spatial distribution relationship of the cavities in each stress sub-region are determined to obtain the target cavity layout parameters, including: According to the converged cavity position coordinates, the number of cavities in each stress sub-region is counted to obtain the number of cavities in high-stress sub-regions, medium-stress sub-regions and low-stress sub-regions; According to the converged edge length values, the edge length values of the cavities in each stress sub-region are extracted to obtain the cavity size distribution data of each stress sub-region; According to the cavity position coordinates, the center distance between adjacent cavities in the same stress sub-region and the distance between the cavities at the boundary of each stress sub-region and the boundary are calculated to obtain the spatial distribution relationship of the cavities; The number, size distribution data and spatial distribution relationship of the cavities in each stress sub-region are integrated to obtain the target cavity layout parameters.

6. The method according to claim 1, wherein the method is characterized by: The step S4 includes: According to the stress characteristics of each stress sub-region in the target cavity layout parameters, the filling material is divided into high-density first-level filling material, medium-density second-level filling material and low-density third-level filling material according to density; According to the stress level of each stress sub-region, the first-level filling material is configured in the cavities in the high-stress sub-region, the second-level filling material is configured in the cavities in the medium-stress sub-region, and the third-level filling material is configured in the cavities in the low-stress sub-region to obtain a filling material configuration scheme; The surface of each density level filling material in the filling material configuration scheme is coated with a corrosion-resistant coating, and an anchor reinforcement mesh is arranged on the coating surface according to a grid; According to the filling material configuration scheme and the interface enhancement treatment of the filling material, the cavities in each stress sub-region are filled with the filling material to obtain a complete hollow wallboard structure.

7. The method according to claim 1, wherein the method is characterized by: The step S5 includes: A three-point bending test and a pressure test are performed on the filled hollow wallboard to determine the equivalent bending strength and equivalent compressive strength of the wallboard, and the equivalent elastic modulus of the wallboard is determined through a static elastic modulus test to obtain the load-bearing performance parameters of the wallboard; The actual mass of the wallboard is measured by weighing method, and the density of the wallboard is calculated combined with the volume of the wallboard to obtain the thickness parameter of the wallboard; According to the equivalent compressive strength, equivalent elastic modulus, wallboard density and wallboard thickness, the comprehensive performance index is calculated; According to the numerical range of the comprehensive performance index, the wallboard is divided into different performance levels, and the applicable sewage pool depth range and reinforcement scheme are set for each performance level to obtain the wallboard performance grading standard.

8. A sewage pool hollow wall panel structure strength and lightness balance design system, characterized by, The sewage pool hollow wallboard structure strength and lightweight balance design method comprises the following steps: The sewage pool hollow wallboard structure strength and lightweight balance design system comprises the following steps: The extraction module is used for dividing the sewage pool wallboard into a plurality of stress sub-regions in the height direction and the thickness direction, and extracting the stress utilization rate of each sub-region; The configuration module is used for configuring a differential hollow rate for each sub-region according to the stress utilization rate of each sub-region, determining the side length and distribution interval of the honeycomb cavity, and obtaining a preliminary cavity layout scheme; The iteration module is used for establishing a double-target constraint of the strength target item and the lightweight target item, taking the cavity position and the side length as the design variables, and iteratively optimizing the preliminary cavity layout scheme to obtain target cavity layout parameters; The enhancement module is used for dividing the filling material into a plurality of density levels according to the target cavity layout parameters, configuring the filling material of the corresponding density level for each sub-region cavity, and performing interface enhancement processing on the surface of the filling material; 9. A sewage tank hollow wall panel structure strength and lightness balance design device characterized by, The calculation module is used for measuring the bearing performance parameters of the wallboard, calculating the comprehensive performance index in combination with the wallboard density and the thickness, and obtaining the wallboard performance grading standard according to the comprehensive performance index.

10. A computer-readable storage medium having stored thereon a computer program, characterized in that, The computer program is run on the processor, and the processor executes the computer program to realize the sewage pool hollow wallboard structure strength and lightweight balance design method of any one of claims 1 to 7. The computer program is run on the processor, and the processor executes the computer program to realize the sewage pool hollow wallboard structure strength and lightweight balance design method of any one of claims 1 to 7.

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