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

Abstract

The invention relates to the technical field of data processing, and discloses a structural strength and lightweight balance design method and system for a hollow wallboard of a sewage pool. The method comprises the following steps: dividing a sewage pool wall plate into a plurality of stress sub-regions and extracting a stress utilization rate, configuring a differential hollow rate according to the stress utilization rate and determining honeycomb cavity parameters to obtain a preliminary layout scheme, and establishing double-target constraints to carry out iterative optimization on cavity layout to obtain target parameters, and configuring a gradient density filling material according to the target parameters, performing interface enhancement treatment, measuring wallboard performance parameters, calculating comprehensive performance indexes, and establishing a grading standard. The problems that in the prior art, systematic optimization is lacked in wallboard design, material configuration is not accurate, and strength and light weight are difficult to balance are solved, and the weight reduction effect of the hollow wallboard of the sewage pool is maximized on the premise that the structural strength is met.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of data processing, and in particular to a sewage tank hollow wall plate structure strength and lightweight balance design method and system. BACKGROUND

[0002] As an important part of municipal sewage treatment system, the wall plate structure design of sewage tank directly affects the construction efficiency and safety of the project. The traditional sewage tank wall plate is mostly cast-in-place concrete or prefabricated solid concrete wall plate. Prefabricated wall plate has the advantages of stable quality and short construction period compared with cast-in-place construction, so it is widely used in large sewage treatment projects. In order to reduce the weight of the prefabricated wall plate, hollow wall plate design appears in the prior art, that is, a cavity is arranged inside the wall plate and filled with lightweight materials to reduce the self weight of the wall plate for transportation and hoisting.

[0003] The existing technology of sewage tank hollow wall plate design has many deficiencies. First of all, the design method lacks systematization and mainly relies on the experience of engineers to try and error. The stress state of the wall plate is generally recognized, and a uniform hollow rate is often configured for the whole wall plate, which fails to make differentiated design according to the actual stress characteristics of different regions, resulting in insufficient strength in high stress areas due to too high hollow rate, and waste of materials in low stress areas due to too low hollow rate, and the lightweight potential is not fully tapped. Secondly, the selection criteria of the filling material are not clear. The existing design usually only considers the basic density parameter of the material, and ignores the corrosion resistance of the material in the special environment of the sewage tank and the interfacial adhesion performance with the concrete, resulting in degradation or falling off of the filling material during use, affecting the long-term performance of the wall plate. Thirdly, there is a complex coupling relationship between the key parameters such as the position, size and number of the cavity, and the existing technology is difficult to realize the collaborative optimization of these parameters, and cannot achieve the optimal balance between structural strength and self weight control.

[0004] Due to the limitations of the existing technology in the aspects of stress analysis refinement, cavity layout optimization method and filling material configuration strategy, the designed hollow wall plate either has limited weight reduction due to excessive conservatism or has local strength deficiency with safety hazards. When the stress state of the wall plate is not accurately analyzed, it is impossible to establish the corresponding relationship between the material distribution and the stress distribution, and thus it is impossible to realize differentiated hollow rate configuration, which makes it difficult to find the real optimal solution even if an optimization algorithm is used, because the starting point and constraint conditions of the optimization are not accurate themselves. Even if the cavity layout design is completed, if the selection of the filling material is not matched with the stress characteristics and environmental conditions of each region, the performance stability of the wall plate in the whole life cycle cannot be guaranteed, and ultimately the wall plate cannot provide a scientific and reasonable selection basis for the sewage tank project. Therefore, there is an urgent need for a design method that can accurately analyze the stress state of the wall plate, realize collaborative optimization of cavity layout parameters, configure gradient density filling materials and establish a quantitative performance evaluation system. SUMMARY

[0005] The application provides a sewage pool hollow wallboard structure strength and lightweight balance design method and system, which is used for establishing a wallboard multi-dimensional stress partition and a differential hollow rate configuration relationship, using a double target optimization algorithm to optimize the cavity layout, configuring a gradient density filling material and establishing a performance grading standard, solving the problems of lack of systematic optimization of wallboard design, inaccurate material configuration, and difficulty in balancing strength and lightweight in the prior art, and realizing the maximum weight reduction effect of the sewage pool hollow wallboard under the premise of meeting the structural strength.

[0006] In a first aspect, the application provides a sewage pool hollow wallboard structure strength and lightweight balance design method, which comprises: Step S1: dividing the sewage pool wallboard into a plurality of stress sub-regions along the height direction and the thickness direction, and extracting the stress utilization rate of each sub-region; Step S2: 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; Step S3: establishing a double target constraint of strength target item and lightweight target item, 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 each sub-region cavity, and performing interface enhancement treatment on the surface of the filling material; Step S5: measuring the bearing performance parameters of the wallboard, calculating the comprehensive performance index combining the wallboard density and thickness, and obtaining the wallboard performance grading standard according to the comprehensive performance index.

[0007] In a second aspect, the application provides a sewage pool hollow wallboard structure strength and lightweight balance design system, which comprises: An extraction module is configured to divide the sewage pool wallboard into a plurality of stress sub-regions along the height direction and the thickness direction, and extract the stress utilization rate of each sub-region; A configuration module is configured to configure a differential hollow rate for each sub-region according to the stress utilization rate of each sub-region, determine the side length and distribution interval of the honeycomb cavity, and obtain a preliminary cavity layout scheme; An iteration module is configured to establish a double target constraint of strength target item and lightweight target item, take the cavity position and side length as design variables, iteratively optimize the preliminary cavity layout scheme, and obtain target cavity layout parameters; An enhancement module is configured to divide the filling material into multiple density levels according to the target cavity layout parameter, configure the filling material of each sub-region cavity with a corresponding density level, and perform interface enhancement processing on the surface of the filling material. A calculation module is configured to determine the bearing performance parameter of the wallboard, calculate a comprehensive performance index in combination with the density and thickness of the wallboard, and obtain a wallboard performance grading standard according to the comprehensive performance index.

[0008] In a third aspect, a sewage pool hollow wallboard structure strength and lightweight balance design device is provided, which comprises a memory and at least one processor, and the memory stores instructions; the at least one processor invokes the instructions in the memory, so that the sewage pool hollow wallboard structure strength and lightweight balance design device executes the sewage pool hollow wallboard structure strength and lightweight balance design method described above.

[0009] In a fourth aspect, a computer readable storage medium is provided, which stores instructions, and when the instructions are run on a computer, the computer executes the sewage pool hollow wallboard structure strength and lightweight balance design method described above.

[0010] In the technical scheme provided in the present application, by dividing the sewage pool wallboard into multiple stress sub-regions along the height direction and the thickness direction and extracting the stress utilization rate of each sub-region, the fine analysis of the stress state of the wallboard is realized, and the defect that the stress state of the wallboard is generally understood in the prior art is overcome, thereby laying an accurate mechanical foundation for subsequent differentiated design. According to the stress utilization rate of each sub-region, the differentiated hollow rate is configured, and the side length and distribution interval of the honeycomb cavity are determined, thereby establishing an accurate correspondence between the material distribution and the stress distribution, so that the high-stress area retains sufficient concrete section to ensure the strength, and the low-stress area fully excavates the lightweight potential, thereby avoiding the problems of material waste or local insufficient strength caused by uniform hollowing in the prior art, and the preliminary cavity layout scheme takes into account the safety and economy. The double-target constraints of the strength target item and the lightweight target item are established, and the cavity position and the side length are taken as design variables to iteratively optimize the preliminary cavity layout scheme, thereby realizing the synchronous optimization of the strength safety reserve and the weight reduction effect, solving the problem that the design result is not optimized to a high degree due to the experience trial and error in the prior art, and the target cavity layout parameter minimizes the total weight of the wallboard under the premise of meeting all constraint conditions, thereby getting rid of the dependence on the personal experience of engineers.

[0011] According to the target cavity layout parameters, the filling material is divided into multiple density levels, and the filling material of the corresponding density level is configured to each sub-area cavity, so that the filling material is accurately matched with the stress characteristics, the high-density filling material is configured in the high-stress area to provide bearing contribution, and the low-density filling material is configured in the low-stress area to maximize weight reduction, thereby solving the problem of single selection or unclear standard of the filling material in the prior art. The interface enhancement treatment is performed on the surface of the filling material, including corrosion-resistant coating and anchor steel mesh arrangement, so as to protect the filling material from sewage corrosion and prevent the filling material from falling off through mechanical connection, thereby solving the problems of insufficient long-term durability and poor interface adhesion of the filling material in the prior art, and ensuring the stable performance of the wallboard in the whole life cycle. The bearing performance parameters of the wallboard are measured, and the comprehensive performance index is calculated in combination with the wallboard density and thickness, thereby establishing a quantitative evaluation system of the bearing efficiency of the wallboard under the conditions of unit mass and thickness, and the greater the value of the comprehensive performance index, the stronger the bearing capacity of the wallboard under the same weight, that is, the more significant the lightweight and high-strength characteristics. According to the comprehensive performance index, the performance grading standard of the wallboard is obtained, and the applicable sewage pool depth range and reinforcement scheme are set for each performance grade, so as to provide a scientific and reasonable wallboard selection basis for the sewage pool engineering. Designers can select the appropriate grade of wallboard according to the actual working condition of the sewage pool by referring to the grading standard, thereby solving the problem of lack of systematic design standard in the prior art, and the overall scheme of the application realizes the maximization of the weight reduction effect of the hollow wallboard in the sewage pool under the premise of meeting the structural strength and durability requirements. BRIEF DESCRIPTION OF DRAWINGS

[0012] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiment description. Obviously, the drawings in the following description are some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor based on these drawings.

[0013] Figure 1 It is an embodiment schematic diagram of the sewage pool hollow wallboard structure strength and lightweight balance design method in the embodiment of the present application. Figure 2 It is an embodiment schematic diagram of the sewage pool hollow wallboard structure strength and lightweight balance design system in the embodiment of the present application. Figure 3 It is a structural schematic diagram of the sewage pool hollow wallboard structure strength and lightweight balance design equipment in the embodiment of the present application. DETAILED DESCRIPTION

[0014] The embodiment of the present application provides a sewage pool hollow wallboard structure strength and light weight balance design method and system. The terms "first", "second", "third", "fourth" and the like (if any) in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and do not have to be used to describe a specific order or sequence. It should be understood that the data thus used can be interchanged under appropriate circumstances, so that the embodiments described herein can be implemented in an order other than that illustrated or described herein. In addition, the term "comprising" or "having" and any variations thereof are intended to cover non-exclusive inclusion, for example, a process, method, system, product or device including a series of steps or units does not have to be limited to those steps or units clearly listed, but can include other steps or units not clearly listed or inherent to these processes, methods, products or devices.

[0015] For ease of understanding, the specific process of the embodiment of the present application is described below. Please refer to Figure 1 One embodiment of the sewage pool hollow wallboard structure strength and light weight balance design method in the embodiment of the present application comprises the following steps. Step S1: dividing the sewage pool wallboard into a plurality of stress sub-regions along the height direction and the thickness direction, and extracting the stress utilization rate of each sub-region; Step S2: 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; Step S3: establishing a double-target constraint of the strength target item and the light weight target item, taking the cavity position and side length as a design variable, 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 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 treatment on the surface of the filling material; Step S5: measuring the bearing performance parameters of the wallboard, calculating the comprehensive performance index in combination with the wallboard density and thickness, and obtaining a wallboard performance grading standard according to the comprehensive performance index.

[0016] It can be understood that the execution subject of the present application can be a sewage pool hollow wallboard structure strength and light weight balance design system, and can also be a terminal or a server, which is not limited here. The embodiment of the present application takes the server as the execution subject for example.

[0017] Specifically, the stress characteristics are accurately extracted by dividing the sewage tank wall plate into two-way stress zones. According to the water pressure distribution law, the wall plate is divided into high stress zone, medium stress zone and low stress zone along the height direction. The high stress zone is located at the bottom of the wall plate and bears the maximum water pressure. The water pressure is calculated by multiplying the sewage density by the acceleration of gravity and then by the water depth. The sewage density is 1050 kg / m3, and the acceleration of gravity is 9.8 m / s2. For example, the bottom area of a 5-meter-deep sewage tank bears the maximum water pressure. According to the stress distribution characteristics of bending members, the wall plate is divided into tension zone, neutral zone and compression zone along the thickness direction. The tension zone is located on the backwater side and bears tensile stress. The compression zone is located on the water side and bears compressive stress. The stress level of the neutral zone is low. The two-way zones are cross 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 maximum stress, and the sub-region formed by the intersection of the low stress zone and the neutral zone bears the minimum stress. A finite element analysis model is established to calculate the stress field of each sub-region. The maximum principal stress, minimum principal stress and equivalent stress values are extracted. The equivalent stress is calculated using the von Mises criterion, which is obtained by taking the square root of the sum of the differences between the three principal stresses. According to the equivalent stress and the design value of the axial compressive strength of concrete, the stress utilization rate is calculated. The stress utilization rate is equal to the equivalent stress divided by the design value of the axial compressive strength of concrete. For example, the equivalent stress of a certain high stress tension zone is 3.2 MPa, and the concrete strength grade is C35, corresponding to the design value of the axial compressive strength of 16.7 MPa. The stress utilization rate of this area is equal to the equivalent stress divided by the design value. According to the stress utilization rate value, the stress level of each sub-region is divided. The higher the stress utilization rate, the higher the stress level of the sub-region. The medium stress utilization rate is divided into medium stress sub-region, and the lower stress utilization rate is divided into low stress sub-region. The specific distribution position of each stress level sub-region on the wall plate is obtained.

[0018] The material is allocated according to the stress utilization rate. The stress utilization rates of the high-stress sub-regions, the medium-stress sub-regions and the low-stress sub-regions are inversely configured. The higher the stress utilization rate, the lower the hollow rate. The high-stress sub-regions are configured with the minimum hollow rate ranging from 10% to 15%. The medium-stress sub-regions are configured with the medium hollow rate ranging from 25% to 35%. The low-stress sub-regions are configured with the maximum hollow rate ranging from 40% to 50%. The hollow rate configuration value is determined based on the principle that the safety reserve coefficient is not less than 1.8. For example, the stress utilization rate of a certain high-stress tensile region is relatively high, and the hollow rate of the region is controlled at a lower level to ensure that the concrete section can bear tensile stress. The geometric parameters of the honeycomb regular hexagonal cavity are determined according to the hollow rate configuration value of each stress sub-region and the stress gradient distribution characteristics. The side length of the cavity is smaller in the high-stress region, medium in the medium-stress region and larger in the low-stress region. The side length is selected according to the principle that the lower the stress, the larger the side length. The distribution interval of the cavity along the wall plate height direction is determined according to the stress gradient. The interval is small in the region with large stress gradient, and the interval is dense. The interval is smaller in the high-stress region, medium in the medium-stress region and larger in the low-stress region. The thickness of the concrete rib plate between adjacent cavities is calculated according to the cavity side length and the distribution interval. For example, the cavity side length is a certain value, and the distribution interval is another value, and the rib plate thickness is the distribution interval minus the cavity side length. However, the actual rib plate thickness also needs to be adjusted and set according to the shear stress transmission requirement. The honeycomb cavities are arranged in each stress sub-region according to the hollow rate configuration value and the cavity geometric size parameters. The honeycomb arrangement adopts a regular hexagonal close packing method, and the rib plate of the adjacent hexagonal cavity shares the boundary. The actual hollow rate of each sub-region is ensured to meet the configuration value requirement, and a preliminary cavity layout scheme is obtained.

[0019] The optimal balance between strength and lightweight is achieved by optimizing the initial layout scheme through improved particle swarm algorithm. The double objective constraint conditions of strength objective term and lightweight objective term are established. The strength objective term includes the maximum tensile stress constraint and the maximum deflection constraint of the wallboard. The maximum tensile stress is not more than seventy percent of the standard value of the tensile strength of concrete, and the maximum deflection is not greater than five hundredth of the calculated span. The lightweight objective term includes the total weight constraint of the wallboard, which requires that the total weight of the wallboard after optimization is not more than a certain proportion of the weight of the solid wallboard. The position coordinates and edge length of each cavity in the initial cavity layout scheme are taken as design variables, and a design variable vector is constructed. Each cavity corresponds to three design variables, namely the horizontal position coordinate, the vertical position coordinate and the edge length value. The design variable vector is iteratively optimized through the improved particle swarm algorithm. Each particle in the algorithm represents a cavity layout scheme, and the position vector of the particle is the design variable vector. The particle velocity and position are updated during the iteration process. The current velocity, individual optimal position and global optimal position are considered when updating the particle velocity. The particle position is updated after the velocity is updated to obtain a new cavity layout scheme. The maximum stress, maximum deflection and total weight of the cavity layout scheme generated in each iteration are calculated. The maximum stress is calculated by finite element analysis, the maximum deflection is calculated by structural mechanics method, and the total weight is calculated by cavity volume and filling material density. The calculation results are compared with the double objective constraint conditions to determine whether the scheme meets the constraint conditions. If the maximum stress exceeds the constraint value or the maximum deflection exceeds the constraint value or the total weight exceeds the constraint value, the scheme does not meet the constraint conditions and needs to continue iteration. If all constraint conditions are met and the objective function value converges, the iteration is stopped. After multiple iterations, the converged cavity position coordinates and edge length values are obtained. The cavity layout scheme corresponding to these values achieves the optimal balance between strength safety reserve and weight reduction effect under the premise of meeting all constraint conditions. According to the converged cavity position coordinates and edge length values, the number of cavities, cavity size and cavity spatial distribution relationship of each force sub-region are determined to obtain the target cavity layout parameters.

[0020] According to the target cavity layout parameters, the gradient density filling material is configured and the interface enhancement treatment is carried out. 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 the density. The density range of the first-level filling material is five hundred to six hundred kilograms per cubic meter, which adopts modified polyurethane rigid foam. The density range of the second-level filling material is three hundred to four hundred kilograms per cubic meter, which adopts expanded perlite lightweight aggregate concrete. The density range of the third-level filling material is two hundred to two hundred and fifty kilograms per cubic meter, which adopts closed-cell polystyrene foam plastic. According to the stress grade of each stress sub-region, the filling material with corresponding density grade is configured for the cavity. The first-level filling material is configured in the cavity in the high-stress sub-region to provide certain bearing contribution. The second-level filling material is configured in the cavity in the medium-stress sub-region to consider light weight and strength. The third-level filling material is configured in the cavity in the low-stress sub-region to maximize the weight reduction effect. The filling material configuration scheme is obtained. The surface of each density grade filling material in the filling material configuration scheme is coated with a corrosion-resistant coating. The coating adopts an epoxy resin formula with a thickness of three to five millimeters. The coating has good tensile strength and acid and alkali resistance after curing. The anchor steel mesh is arranged on the surface of the coating according to the grid. The steel mesh adopts galvanized steel with a diameter of four millimeters arranged according to a one hundred millimeter by one hundred millimeter grid. One end of the steel is embedded in the filling material to a depth of twenty to thirty millimeters, and the other end is stretched out by fifteen to twenty-five millimeters to be inserted into the concrete matrix to form mechanical engagement. According to the filling material configuration scheme and the filling material completed by the interface enhancement treatment, the filling material is assembled in the cavity of each stress sub-region. The assembly process adopts an integrated injection process. A circular pouring hole is reserved at the top of each cavity during the prefabrication of the wallboard. After the concrete is poured and cured to a strength of seventy-five percent of the design strength, the extractable inflatable capsule mold is extracted to form a clean cavity through the pouring hole. 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 surface. After the filling is completed, the sealing cover plate is installed and the corrosion-resistant sealing glue is used to seal the pouring hole. The complete hollow wallboard structure is obtained.

[0021] The performance grading standard of the wallboard is established by performance test and index calculation. The equivalent bending strength and equivalent compressive strength of the filled hollow wallboard are measured by three-point bending test and pressure test. In the three-point bending test, the span of the wallboard specimen is set to 2500 mm, and the loading rate is 0.5 kN / s. The ultimate load at the failure of the specimen is recorded. The equivalent bending strength is calculated according to the ultimate load, span, width and thickness of the specimen. In the pressure test, the specimen size is 300 mm*300 mm, and the loading rate is 3 MPa / s. The equivalent compressive strength is obtained by dividing the failure load by the cross-sectional area. The equivalent elastic modulus of the wallboard is measured by static elastic modulus test. The strain is measured when the load reaches 50% of the equivalent compressive strength. The equivalent elastic modulus is calculated according to the stress increment divided by the strain increment. The load-bearing performance parameters of the wallboard are obtained. The actual mass of the wallboard is measured by weighing method. The wallboard is placed as a whole on the electronic scale to directly read the mass value. The wallboard density is calculated by combining the volume of the wallboard. The wallboard density is equal to the actual mass divided by the volume. The wallboard thickness parameter is obtained at the same time. The comprehensive performance index is calculated according to the equivalent compressive strength, equivalent elastic modulus, wallboard density and wallboard thickness. The comprehensive performance index is equal to the product of the equivalent compressive strength and the equivalent elastic modulus divided by the product of the wallboard density and the wallboard thickness. The index reflects the load-bearing efficiency of the wallboard under the condition of unit mass and thickness. The larger the value is, the stronger the load-bearing capacity of the wallboard under the same weight and thickness is. According to the numerical range of the comprehensive performance index, the wallboard is divided into different performance grades. The wallboard with a comprehensive performance index greater than or equal to 0.8 is classified as first-class wallboard, the wallboard with a comprehensive performance index ranging from 0.5 to 0.8 is classified as second-class wallboard, and the wallboard with a comprehensive performance index ranging from 0.3 to 0.5 is classified as third-class wallboard. The applicable sewage tank depth range and reinforcement scheme are set for each performance grade. The first-class wallboard is suitable for large sewage treatment plants with a sewage tank depth greater than 5 m. The second-class wallboard is suitable for medium-sized sewage treatment stations with a sewage tank depth ranging from 3 m to 5 m. The third-class wallboard is suitable for small sewage treatment facilities with a sewage tank depth less than 3 m. The corresponding reinforcement ratio and steel bar arrangement are determined according to the performance parameters of the wallboard of different grades. The performance grading standard of the wallboard is obtained.

[0022] In a specific embodiment, step S1 comprises: The wallboard of the sewage tank is divided into high stress zone, medium stress zone and low stress zone according to the water pressure distribution law along the height direction, and is divided into tension zone, neutral zone and compression zone according to the stress distribution characteristics of the bending member along the thickness direction. The high stress zone, the medium stress zone and the low stress zone are respectively combined with the tension zone, the neutral zone and the compression zone to form nine stress sub-regions; A finite element analysis model of the wallboard of the sewage tank is established, and the stress field of each stress sub-region is calculated. The maximum principal stress, minimum principal stress and equivalent stress values of each stress sub-region are extracted; 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 level of each stress sub-region according to the numerical value, and the distribution positions of the high stress sub-region, the medium stress sub-region and the low stress sub-region are obtained.

[0023] Specifically, the specific process of dividing the sewage pool wall plate into high stress area, medium stress area and low stress area according to the water pressure distribution law along the height direction is carried out according to the physical law that the hydrostatic pressure increases linearly with the depth. The water pressure borne by the bottom of the wall plate is the largest, so the high stress area is divided, and the specific range is from the bottom surface of the wall plate upward to one third of the total height of the wall plate. The medium stress area is located above the high stress area and extends to two thirds of the total height of the wall plate. The low stress area is located at the top of the wall plate and extends from the two-thirds height to the top surface. This division method makes the water pressure range in the three areas have obvious differences and the height of each area is equal, which is convenient for subsequent cavity layout. The division into tension area, neutral area and compression area along the thickness direction according to the stress distribution characteristics of the bending member is based on the distribution law of the cross-section stress along the thickness direction of the wall plate under the action of water pressure. The backwater side is stretched and deformed, so the tension area is divided, and the range is from the backwater side outer surface inwardly to one third of the thickness of the wall plate. The water side is compressed and deformed, so the compression area is divided, and the range is from the water side outer surface inwardly to one third of the thickness of the wall plate. The neutral area is located between the tension area and the compression area, that is, one third of the thickness of the wall plate. The stress in the neutral area is close to zero. The process of cross combination of the high stress area, the medium stress area and the low stress area with the tension area, the neutral area and the compression area to form nine stress sub-regions is realized by superposition of spatial position. The high stress area and the tension area cross to form a high stress tension sub-region. The high stress area and the neutral area cross to form a high stress neutral sub-region. The high stress area and the compression area cross to form a high stress compression sub-region. The medium stress area and the low stress area cross with the three thickness direction partitions to form six sub-regions. The nine sub-regions have clear spatial position and boundary range on the wall plate.

[0024] The process of establishing the finite element analysis model of the wall plate of the sewage pool includes defining the geometric size, material properties, boundary conditions and load conditions of the wall plate. The geometric size is determined according to the actual sewage pool design, including the length, height and thickness of the wall plate. The material properties input the elastic modulus, Poisson's ratio and density of concrete and other parameters. The boundary conditions set the fixed constraint at the bottom of the wall plate and the simply supported constraint at the side edge. The load conditions apply water pressure load, and the water pressure is distributed in a triangular shape along the height direction. When calculating the stress field of each stress sub-region, the finite element software divides the wall plate into a large number of small elements. For each element, a stiffness matrix and a mass matrix are established. According to the boundary conditions and load conditions, the overall stiffness equation is solved to obtain the displacement of each node. Then, the strain and stress of each element are calculated according to the displacement. 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. Then, traverse the stress calculation results of these elements to find the maximum value of the maximum principal stress and the minimum value of the minimum principal stress. The equivalent stress value is calculated by the von Mises criterion, that is, the square sum of the differences of the three principal stresses is taken and then the square root is taken. The maximum value of the equivalent stress in the sub-region is taken as the representative stress of the sub-region.

[0025] According to the equivalent stress value and the design value of the concrete axial compressive strength, the stress utilization rate of each stress sub-region is calculated by dividing the equivalent stress value of each stress sub-region by the design value of the concrete axial compressive strength. The design value of the concrete axial compressive strength is determined according to the concrete strength grade. For example, the design value of the axial compressive strength of C35 concrete is 16.7 MPa. If the equivalent stress of a high-stress tensile sub-region is 3.2 MPa, the stress utilization rate of the sub-region is 3.2 divided by 16.7. When dividing the stress utilization rate into different stress levels according to the numerical value, set the classification threshold of the stress utilization rate. The sub-regions with higher stress utilization rate are classified as high-stress sub-regions, the sub-regions with medium stress utilization rate are classified as medium-stress sub-regions, and the sub-regions with lower stress utilization rate are classified as low-stress sub-regions. Through this division, the distribution positions of high-stress sub-regions, medium-stress sub-regions and low-stress sub-regions are obtained. For example, among the nine stress sub-regions, the high-stress tensile sub-region, the high-stress neutral sub-region and the medium-stress tensile sub-region have higher stress utilization rates and are classified as high-stress sub-regions. The medium-stress neutral sub-region, the medium-stress compressive sub-region and the low-stress tensile sub-region have medium stress utilization rates and are classified as medium-stress sub-regions. The low-stress neutral sub-region, the low-stress compressive sub-region and the high-stress compressive sub-region have lower stress utilization rates and are classified as low-stress sub-regions. This stress level division result provides a quantitative basis for subsequent differentiated hollow rate configuration, making the distribution of hollow rate accurately correspond to the actual stress state and solving the problem of unreasonable material configuration caused by unclear understanding of the stress state of the wall plate in the prior art.

[0026] In a specific embodiment, step S2 comprises: According to the stress utilization rate 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 of each stress sub-region and the stress gradient distribution characteristics, the length value range of the edge of the honeycomb regular hexagonal cavity in each stress sub-region and the distribution interval value range along the height direction of the wallboard are determined; According to the length value range and the distribution interval value range, the thickness of the concrete rib plate 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.

[0027] Specifically, the process of establishing a reverse configuration relationship according to the stress utilization rate of the high-stress sub-region, the medium-stress sub-region and the low-stress sub-region is to establish an inverse relationship between the stress utilization rate value and the hollow rate configuration value. The higher the stress utilization rate, the closer the stress of the sub-region to the material strength limit, and the more concrete section needs to be reserved, so a lower hollow rate is configured. The lower the stress utilization rate, the more stress reserve of the sub-region, and the greater the lightweight potential can be tapped, so a higher hollow rate is configured. When configuring the minimum hollow rate range for the high-stress sub-region, the stress utilization rate of the high-stress sub-region is high, and these regions need to ensure sufficient structural safety reserve, so the hollow rate range is set to a lower level of ten to fifteen percent. This range ensures that the high-stress region retains eighty-five to ninety percent of the concrete entity. When configuring the medium hollow rate range for the medium-stress sub-region, the stress utilization rate of the medium-stress sub-region is at a medium level, which has certain stress reserve but cannot be excessively hollowed out. Therefore, the hollow rate range is set to twenty-five to thirty-five percent, which balances between weight reduction and load bearing. When configuring the maximum hollow rate range for the low-stress sub-region, the stress utilization rate of the low-stress sub-region is low, and the material strength is far from being fully utilized, so there is a large weight reduction space. Therefore, the hollow rate range is set to a higher level of forty to fifty percent, which maximizes the weight reduction of the wallboard. When obtaining the hollow rate configuration value of each stress sub-region, the accurate hollow rate configuration value is determined according to the specific stress utilization rate value within the above range. Specifically, a value matching the stress utilization rate is selected within the hollow rate range. When the stress utilization rate is high within the range, the lower limit value of the hollow rate range is selected. When the stress utilization rate is low within the range, the upper limit value of the hollow rate range is selected.

[0028] The length value range of the cavity is determined according to the hollow rate configuration value and the stress gradient distribution characteristics of each stress sub-region, the length value range of the cavity is determined according to the principle that the higher the hollow rate is, the larger the length of the cavity is, the hollow rate of the high stress sub-region is the smallest, so the length of the cavity is taken in a smaller range, the hollow rate of the medium stress sub-region is medium, so the length of the cavity is taken in a medium range, and the hollow rate of the low stress sub-region is the largest, so the length of the cavity is taken in a larger range. The stress gradient distribution characteristics reflect the degree of stress change between adjacent regions, the large stress gradient means that the stress changes fast and needs more dense cavity arrangement to realize smooth transition, and the small stress gradient means that the stress changes slowly and the cavity arrangement can be more sparse. The distribution interval value range along the height direction of the wallboard is determined according to the stress gradient, the stress gradient is larger at the junction of the high stress region and the medium stress region, the distribution interval is taken in a smaller range, so that the cavity arrangement is dense, the stress gradient is medium in the medium stress region, the distribution interval is taken in a medium range, and the stress gradient is smaller in the low stress region, so that the cavity arrangement is sparse.

[0029] When the thickness of the concrete rib plate between adjacent cavities is calculated according to the length value range and the distribution interval value range, the rib plate thickness is equal to the distribution interval minus the length of the cavity and then divided by two, because the honeycomb regular hexagonal cavities are arranged in a close-packed manner, and there is a concrete rib plate between adjacent cavities to bear and transfer force. The calculation of the rib plate thickness needs to meet two constraint conditions, the first constraint condition is that the rib plate thickness must meet the shear stress transmission requirement, according to the material mechanics theory, the shear stress borne by the rib plate is equal to the shear force divided by the rib plate section area, and the rib plate thickness is too small to cause the shear stress to exceed the shear strength of the concrete, and the second constraint condition is that the rib plate thickness must meet the construction process requirement, and the rib plate thickness is too small to cause the concrete pouring to be difficult and the vibration to be not dense. When the geometric size parameters of the cavities in each stress sub-region are obtained, the length, distribution interval and rib plate thickness of each stress sub-region are integrated to form a complete geometric parameter set containing the cavity size and the rib plate size.

[0030] When arranging the honeycomb cavities according to the hollow ratio configuration value and the cavity geometric size parameters of each stress sub-region, first, the planar arrangement of the regular hexagonal cavities is performed in each stress sub-region according to the determined cavity side length and distribution spacing, and the regular hexagonal cavities are arranged in a honeycomb close-packing manner, that is, each hexagonal cavity is surrounded by six adjacent cavities and the adjacent cavities share a boundary rib plate. During the arrangement process, it is necessary to verify whether the actual hollow ratio meets the configuration value requirement. The actual hollow 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 hollow ratio is lower than the configuration value, the number of cavities or the cavity side length is increased. If the actual hollow ratio is higher than the configuration value, the number of cavities or the cavity side length is reduced. The actual hollow ratio is adjusted through iteration to meet the configuration value. When arranging, it is also necessary to ensure that the distance from the cavity edge to the outer surface of the wall plate is not less than the required concrete protective layer thickness. The protective layer thickness is determined according to the environmental corrosion grade of the sewage tank and is usually more than sixty millimeters. The protective layer protects the internal steel from corrosion and ensures that the cavity wall is not damaged due to excessive thinness. When the preliminary cavity layout scheme is obtained, the cavity arrangement results of all stress sub-regions are integrated to form a complete cavity layout scheme covering the entire wall plate. The scheme clearly marks the position coordinates, side length dimensions and belonging stress sub-regions of each cavity. The preliminary cavity layout scheme is used as the starting scheme for subsequent optimization iteration. Its feature is to realize the differentiated hollow ratio configuration of different stress regions, which solves the problems of material waste or local insufficient strength caused by uniform hollow in the prior art.

[0031] In a specific embodiment, step S3 comprises: establishing a double-target constraint condition of a strength target item and a lightweight target item, the strength target item including a wall plate maximum stress constraint and a maximum deflection constraint, and the lightweight target item including a wall plate total weight constraint; taking the position coordinates and the side length of each cavity in the preliminary cavity layout scheme as design variables, and constructing a design variable vector; performing iterative optimization on the design variable vector through an improved particle swarm algorithm, updating the particle velocity and position in the iteration process, calculating the wall plate maximum stress, the maximum deflection and the total weight of each iteration scheme, comparing and judging the calculation results with the double-target constraint condition, and obtaining the converged cavity position coordinates and side length values; determining the cavity number, the cavity size and the cavity spatial distribution relationship of each stress sub-region according to the converged cavity position coordinates and side length values, and obtaining the target cavity layout parameters.

[0032] Specifically, when the dual-target constraint condition of the strength target item and the lightweight target item is established, the strength target item includes two constraint conditions of a wallboard maximum stress constraint and a maximum deflection constraint. The wallboard maximum stress constraint requires that the optimized cavity layout scheme makes the maximum tensile stress borne by the wallboard not exceed seventy percent of the standard value of the tensile strength of concrete, because the tensile strength of concrete is low and the sewage tank needs to reserve sufficient safety reserve under the long-term action of water pressure. The maximum deflection constraint requires that the maximum deflection of the wallboard under the action of water pressure does not exceed five hundredths of the calculated span, which is a basic requirement of the structure design specification for the rigidity of flexural members to prevent the wallboard from deforming too much to affect the use function. The lightweight target item includes a wallboard total weight constraint, which requires that the total weight of the optimized wallboard is significantly reduced compared with the total weight of the solid wallboard, but does not set a specific weight reduction ratio lower limit. Under the premise of meeting the strength constraint, the lighter the better. The dual-target constraint condition simultaneously considers the strength safety and the lightweight effect in the optimization, solving the problem of insufficient strength caused by simply pursuing weight reduction or poor weight reduction effect caused by excessive conservatism in the prior art.

[0033] When the position coordinates and the side length of each cavity in the preliminary cavity layout scheme are taken as design variables to construct a design variable vector, three design variables corresponding to each cavity are the horizontal position coordinate, the vertical position coordinate of the cavity center point and the cavity side length. The horizontal position coordinate represents the position value of the cavity center point in the width direction of the wallboard, the vertical position coordinate represents the position value of the cavity center point in the height direction of the wallboard, and the cavity side length represents the side length dimension of the regular hexagonal cavity. When the design variable vector is constructed, all the design variables of the cavities are arranged in sequence to form a long vector. Assuming that the preliminary cavity layout scheme contains several cavities, the design variable vector contains three times the number of cavity elements, and every three consecutive elements represent the position and size information of a cavity. Each element of the design variable vector has a value range constraint. The value range of the position coordinate is determined by the wallboard size and the protective layer thickness, and the value range of the side length is determined by the range of the edge length of each stress sub-region determined in the foregoing step.

[0034] When the design variable vector is iteratively optimized by the improved particle swarm algorithm, the particle swarm algorithm is a kind of optimization algorithm based on swarm intelligence, each particle in the algorithm represents a candidate cavity layout scheme, and the position vector of the particle is the design variable vector. The particle moves in the search space to find the optimal solution. The improved particle swarm algorithm introduces an adaptive inertia weight strategy based on the standard particle swarm algorithm. The inertia weight controls the degree to which the particle maintains the original motion trend. The inertia weight is large in the early iteration to make the particle explore a large range in the search space, and the inertia weight is small in the later iteration to make the particle search finely near the optimal solution. The inertia weight linearly decreases from the initial value to the terminal value with the iteration number. When updating the particle velocity and position in the iteration process, the particle velocity update formula considers three factors, i.e. the current velocity multiplied by the inertia weight, the difference between the historical optimal position and the current position of the particle multiplied by the learning factor and the random number, and the difference between the global historical optimal position and the current position multiplied by the learning factor and the random number. After the velocity is updated, the boundary processing is performed on the velocity to prevent the particle from flying out of the search space due to the excessively large velocity. The particle position update formula is the new position obtained by adding the updated velocity to the current position. After the position is updated, the boundary processing is also performed to ensure that the position is within the allowed range. When calculating the maximum stress, the maximum deflection and the total weight of the wallboard of each iteration scheme, a finite element analysis model of the cavity layout scheme represented by the position vector of each particle is established. The stress distribution and displacement distribution of the wallboard under the scheme are obtained through finite element calculation. The maximum tensile stress is extracted from the stress distribution as the maximum stress of the wallboard, and the maximum displacement is extracted from the displacement distribution as the maximum deflection of the wallboard. The total weight of the wallboard is obtained by calculating the volume of the solid concrete of the wallboard multiplied by the density of the concrete and then adding the volume of each cavity filling material multiplied by the density of the corresponding filling material. When comparing the calculation results with the double-objective constraint conditions, it is checked whether the maximum stress of the wallboard 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 wallboard. If all the three conditions are met, the scheme is a feasible solution and the performance index of the scheme is recorded. If any of the conditions is not met, the scheme is an infeasible solution and the iteration search needs to be continued. The historical optimal position of each particle and the global historical optimal position are updated in the iteration process. The historical optimal position is the scheme with the minimum total weight among all the feasible solutions experienced by the particle. The global historical optimal position is the scheme with the minimum total weight among all the feasible solutions experienced by all the particles. When the cavity position coordinates and the edge length values of the converged solution are obtained, the algorithm stops iteration when the global optimal position no longer changes continuously for multiple iterations or the iteration number reaches the preset upper limit. At this time, the design variable vector corresponding to the global optimal position is the cavity position coordinates and the edge length values of the converged solution. The scheme makes the total weight of the wallboard reach the minimum under the premise of meeting all the constraint conditions.

[0035] When the target cavity layout parameters are determined according to the converged cavity position coordinates and the edge length values, all the cavities after convergence are traversed, and it is determined according to the position coordinates of each cavity which stress sub-region the cavity belongs to. The number of cavities in each stress sub-region is obtained by counting the number of cavities belonging to each stress sub-region. The edge length values of all cavities belonging to each stress sub-region are extracted to form the cavity size distribution data of the stress sub-region. The distance between the center points of adjacent cavities in the same stress sub-region is calculated to obtain the cavity spacing distribution data. The distance between the center point of the boundary cavity and the boundary is calculated to obtain the boundary cavity position data. The cavity number, cavity size distribution data, cavity spacing distribution data and boundary cavity position data of each stress sub-region are integrated to form complete target cavity layout parameters. The parameters clearly specify the accurate position and size of each cavity and the spatial relationship between the cavities. Compared with the preliminary cavity layout scheme, the target cavity layout parameters are optimized by the algorithm to achieve an optimal balance between strength and weight, solving the problem of low optimization degree of design results caused by trial and error in the prior art.

[0036] In a specific embodiment, according to the converged cavity position coordinates and the edge length values, the cavity number, cavity size and cavity spatial distribution relationship of 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 the high-stress sub-region, the number of cavities in the medium-stress sub-region and the number of cavities in the low-stress sub-region. 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 distance between the center points of adjacent cavities in the same stress sub-region and the distance between the cavity and the boundary at the boundary of each stress sub-region are calculated to obtain the cavity spatial distribution relationship. The cavity number, cavity size distribution data and cavity spatial distribution relationship of each stress sub-region are integrated to obtain the target cavity layout parameters.

[0037] Specifically, according to the converged cavity position coordinates, the number of cavities in each stress sub-region is counted. First, all cavity position coordinates output by the optimization algorithm are traversed, and for each cavity, its belonging stress sub-region is determined according to its position coordinates. The determination method is to compare the horizontal and vertical position coordinates of the cavity with the boundary coordinates of each stress sub-region. If the cavity position coordinates are within the boundary range of a stress sub-region, the cavity belongs to the stress sub-region. During the counting process, counters are set for the high stress sub-region, the medium stress sub-region, and the low stress sub-region. Each time a cavity is identified as belonging to a region, the counter of the region is incremented by one. After traversing all cavities, the values of the counters are the number of cavities in each stress sub-region. After obtaining the number of cavities in the high stress sub-region, the medium stress sub-region, and the low stress sub-region, these number data 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 entities are retained in the region to ensure strength, and a larger number of cavities in the low stress sub-region indicates that the lightweight potential of the region is fully tapped.

[0038] 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. Based on the determination of the belonging stress sub-region of each cavity, the edge length values of all cavities belonging to the same stress sub-region are extracted to form the edge length data set of the region. The extraction process is to read the edge length values corresponding to each cavity from the design variable vector output by the optimization algorithm. The edge lengths of all cavities belonging to the high stress sub-region are sorted into the high stress sub-region cavity size distribution data, the edge lengths of all cavities belonging to the medium stress sub-region are sorted into the medium stress sub-region cavity size distribution data, and the edge lengths of all cavities belonging to the low stress sub-region are sorted into the low stress sub-region cavity size distribution data. The cavity size distribution data of each stress sub-region contains the edge length values of all cavities in the region and the statistical characteristics of the edge length, such as the average edge length, the maximum edge length, and the minimum edge length. Through the cavity size distribution data, the variation law of the cavity size in each stress sub-region can be understood. The generally smaller cavity edge length in the high stress sub-region indicates that the region needs to retain a thicker concrete ribbed plate, and the generally larger cavity edge length in the low stress sub-region indicates that the region has a higher proportion of space occupied by cavities.

[0039] When the cavity spatial distribution relationship is obtained 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. The center distance calculation is for all cavities in the same stress sub-region to calculate the straight-line distance between the center points of each two cavities. The distance calculation formula is the square of the difference between the horizontal position coordinates of the two cavities plus the square of the difference between the vertical position coordinates, and then the square root is taken. Through calculation, a set of center distance data between all cavity pairs in the stress sub-region is obtained, and the cavity pair with the minimum distance is selected as the adjacent cavities. The center distance values of these adjacent cavities are recorded to form the adjacent cavity spacing distribution data of the region. The distance calculation between the cavities at the boundary of each stress sub-region and the boundary is to determine which cavities are located near the boundary of the stress sub-region. The judgment standard is that the distance between the cavity center point and any boundary of the stress sub-region is less than a certain multiple of the cavity side length. The vertical distance from the center point of each boundary cavity to the nearest boundary is calculated. The vertical distance is equal to the absolute value of the difference between the position coordinates of the cavity and the boundary coordinates. The distance between all boundary cavities and the boundary is recorded to form the boundary cavity position data. The cavity spatial distribution relationship includes adjacent cavity spacing distribution data and boundary cavity position data. These data describe the spatial arrangement characteristics of the cavities in each stress sub-region. The adjacent cavity spacing reflects the closeness of the cavities, and the boundary cavity position reflects whether the cavity layout meets the thickness requirement of the protective layer.

[0040] When the target cavity layout parameters are obtained by integrating the cavity number, cavity size distribution data and cavity spatial distribution relationship of each stress sub-region, the integration process is to organize the aforementioned three types of data by stress sub-region to form a structured parameter set. For each stress sub-region, a data structure is established to include the number of cavities in the region, the side length data of all cavities in the region, the adjacent cavity spacing data of the region and the boundary cavity position data of the region. The target cavity layout parameters are stored in the form of a table or a database. The rows of the table correspond to each stress sub-region, and the columns correspond to each type of parameter data. By querying the target cavity layout parameters, the complete cavity layout information of any stress sub-region can be quickly obtained. The target cavity layout parameters are optimized by the optimization algorithm iteration to minimize the weight of the cavities under the premise of meeting the strength constraint, solving the problem that the cavity layout parameters in the prior art are difficult to optimize cooperatively, resulting in unsatisfactory design results. The target cavity layout parameters provide accurate design basis for subsequent filler material configuration and wallboard manufacturing.

[0041] In a specific embodiment, step S4 comprises: According to the stress characteristics of each stress sub-region in the target cavity layout parameters, the filler material is divided into high-density first-level filler material, medium-density second-level filler material and low-density third-level filler material according to the density. According to the stress level of each stress sub-region, the cavities in the high stress sub-region are configured with a first level filling material, the cavities in the medium stress sub-region are configured with a second level filling material, and the cavities in the low stress sub-region are configured with a third level filling material, 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 steel mesh is arranged on the coating surface in a grid pattern; According to the filling material configuration scheme and the interface enhancement treatment completed filling material, the cavities in each stress sub-region are filled with filling materials, to obtain a complete hollow wallboard structure.

[0042] Specifically, when the filling materials are divided into high-density first-level filling materials, medium-density second-level filling materials and low-density third-level filling materials according to the stress characteristics of each stress sub-region in the target cavity layout parameters, the stress characteristics include the stress utilization rate and safety reserve requirement of each stress sub-region. The stress utilization rate of the high stress sub-region is high, and the safety reserve requirement is strict, so the filling material needs to have a certain bearing capacity, and therefore a filling material with higher density is configured. The stress utilization rate of the low stress sub-region is low, and the safety reserve is sufficient, so a filling material with lower density can be configured to maximize the weight reduction effect. The density of the high-density first-level filling material ranges from 500 to 600 kg / m3, and a modified polyurethane rigid foam material is used. The material is made by adding reinforcing agents and flame retardants during the polyurethane foaming process. The compressive strength is not less than 0.8 MPa, the thermal conductivity is not greater than 0.024 W / mK, the water absorption is not greater than 3%, and the closed cell structure of the material has good waterproof performance and durability. The density of the medium-density second-level filling material ranges from 300 to 400 kg / m3, and an expanded perlite lightweight aggregate concrete is used. The material is made by mixing expanded perlite as lightweight aggregate with cement and fly ash. The compressive strength is not less than 0.4 MPa, the thermal conductivity is not greater than 0.15 W / mK, the water absorption is not greater than 15%, and the porous structure of the material has good lightweight property while ensuring a certain strength. The density of the low-density third-level filling material ranges from 200 to 250 kg / m3, and a closed-cell polystyrene foam plastic is used. The material is formed by heating and foaming polystyrene particles. The compressive strength is not less than 0.15 MPa, the thermal conductivity is not greater than 0.041 W / mK, the water absorption is not greater than 1%, and the material has the lowest density and the most significant weight reduction effect.

[0043] When the filling material configuration scheme is obtained according to the stress level of each stress sub-region, the first-level filling material is configured for the cavity in the high stress sub-region, the second-level filling material is configured for the cavity in the medium stress sub-region, and the third-level filling material is configured for the cavity in the low stress sub-region. The configuration process is to traverse all cavities in the target cavity layout parameter, determine the filling material level of each cavity according to the stress sub-region to which the cavity belongs, mark the cavity in the high stress sub-region as the first-level filling material, mark the cavity in the medium stress sub-region as the second-level filling material, and mark the cavity in the low stress sub-region as the third-level filling material. The filling material configuration scheme is organized in the form of a list or a mapping table, recording the number, position coordinates, size, belonging stress sub-region and configured filling material level of each cavity. Through the filling material configuration scheme, it can be clearly known that each cavity needs to be filled with which material and the performance parameters of the material. The configuration scheme realizes the accurate matching of filling materials and stress characteristics and solves the problem of single filling material selection or unclear selection standard in the prior art.

[0044] The surface of each density level filling material in the filling material configuration scheme is coated with a corrosion-resistant coating. When the anchoring steel mesh is arranged on the surface of the coating in a grid, the purpose of the corrosion-resistant coating is to protect the filling material from corrosion and erosion by acid and alkali substances and sulfate in sewage. The coating material uses an epoxy resin formula including an epoxy resin base, a curing agent, a toughening agent and an acid-resistant filler. The coating thickness is controlled to be three to five millimeters. The coating process is to first clean and dry the surface of the filling material, and then uniformly coat the epoxy resin coating on the surface of the filling material by brushing or spraying. After the coating is cured, a dense protective film is formed. The curing time is determined according to the environmental temperature. At room temperature, it needs twenty-four to forty-eight hours to completely cure. The tensile strength of the cured coating is not less than twenty-five megapascals. The performance is stable in an environment with a pH value of two to twelve and does not degrade. When the anchoring steel mesh is arranged on the surface of the coating in a grid, the steel mesh mechanically connects the filling material and the concrete matrix to prevent the filling material from falling off or displacing in long-term use. The steel mesh uses galvanized steel with a diameter of four millimeters. The thickness of the galvanized layer is not less than seventy microns to prevent rusting of the steel. The steel is arranged in a grid-shaped structure with a grid spacing of one hundred millimeters by one hundred millimeters. One end of the steel is inserted into the filling material with a depth of twenty to thirty millimeters by pre-buried. When inserted, a hole is drilled or a hole is reserved on the surface of the filling material in advance, and then the end of the steel is inserted into the hole and fixed with an adhesive. The other end of the steel extends out of the surface of the filling material with a length of fifteen to twenty-five millimeters. The extending part is wrapped inside the concrete during the pouring of the wallboard concrete to form a mechanical interlocking connection. The anchoring steel mesh forms a whole stress structure of the filling material and the concrete matrix.

[0045] When the filling material is assembled into the cavities of each stress sub-region to obtain the complete hollow wallboard structure according to the filling material configuration scheme and the interface enhancement treatment, the assembly process adopts an integrated construction technology, a circular pouring hole is reserved at the position of the top surface of the wallboard corresponding to each cavity in the wallboard prefabrication stage, the diameter of the pouring hole is determined according to the cavity volume, a withdrawable inflatable capsule mold is placed in the cavity, the capsule is inflated to expand and form the shape of the cavity, the concrete is poured and cured until the concrete strength reaches 75% of the design strength, then low-pressure compressed air is injected into the capsule to separate the capsule from the concrete, and then the collapsed capsule mold is withdrawn from the pouring hole to form a clean cavity. For the cavities that need to be filled with modified polyurethane foam, two-component polyurethane foaming liquid is injected through the pouring hole, the liquid undergoes chemical reaction in the cavity to generate a large number of bubbles to fill the entire cavity, and the volume of the liquid expands to about three times the original volume during the foaming process, so the amount of liquid injected is about one-third of the cavity volume. After the liquid is injected, the foam is formed in the cavity to form a foam block that completely fits the shape of the cavity, and the foam solidifies to form a hard filling body after the foaming is completed. For the cavities that need to be filled with expanded perlite concrete, cement expanded perlite fly ash and water are mixed according to the mixing ratio to prepare a slurry with good fluidity, the slurry is injected into the cavity through the pouring hole by a pressure pump, the injection pressure is controlled at 0.2 to 0.3 MPa to prevent the concrete matrix from cracking due to excessive pressure, and the injection speed is controlled at 150 to 200 liters per hour to ensure that the slurry fills the cavity and expels the internal bubbles. After the slurry is filled, it is cured until it hardens. For the cavities that need to be filled with polystyrene foam, prefabricated foam blocks are inserted from the pouring hole, the size of the foam block is slightly smaller than that of the cavity to facilitate insertion from the pouring hole, and the foam block fills the cavity by relying on its own elastic rebound after insertion. After the filling is completed, the pouring hole sealing cover plate is installed, the cover plate is a prefabricated concrete block with the same strength grade as the wallboard, the bottom surface of the cover plate is coated with polysulfide sealant and then pressed into the pouring hole, the sealant is extruded to form a sealing ring to prevent sewage from seeping from the pouring hole, and the top surface of the cover plate is smoothed with epoxy mortar to make it flush with the surface of the wallboard. After assembly is completed, the complete hollow wallboard structure is obtained, which is filled with different density filling materials and the filling materials and the concrete matrix are mechanically connected through the anchoring steel mesh. The structure realizes the organic unification of lightweight structure and strength guarantee and solves the problem of high wallboard weight and high construction difficulty in the prior art.

[0046] In a specific embodiment, step S5 comprises: The filled hollow wallboard is subjected to three-point bending test and pressure test to determine the equivalent bending strength and equivalent compressive strength of the wallboard, the equivalent elastic modulus of the wallboard is determined through static elastic modulus test, and the load-bearing performance parameters of the wallboard are obtained; The actual mass of the wallboard is determined by weighing method, the density of the wallboard is calculated combining the volume of the wallboard, and the thickness parameter of the wallboard is obtained; According to equivalent compressive strength, equivalent elastic modulus, wallboard density and wallboard thickness, a comprehensive performance index is calculated; According to the numerical range of the comprehensive performance index, the wallboard is divided into different performance grades, and the applicable sewage pool depth range and reinforcement scheme are set for each performance grade to obtain the wallboard performance grading standard.

[0047] Specifically, when the load-bearing performance parameters of the wallboard are obtained by three-point bending test and pressure test to measure the equivalent bending strength and equivalent compressive strength of the wallboard, and by static elastic modulus test to measure the equivalent elastic modulus of the wallboard, the test method of the three-point bending test is to place the wallboard 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 middle position of the specimen span, the loading device uses a hydraulic jack or a universal testing machine, the loading rate is kept constant, 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 according to the ultimate load, the calculation method is the ultimate load multiplied by the test span divided by the width of the specimen, then divided by the square of the thickness of the specimen, and then divided by the sectional reduction coefficient, the sectional reduction coefficient considers the weakening effect of the hollow structure on the bending capacity of the section, and the equivalent bending strength reflects the load-carrying capacity of the wallboard under bending load. The test method of the pressure test is to cut the wallboard into a square test block with a size of three hundred millimeters by three hundred millimeters, place the test block on the pressure plate of the pressure testing machine, and the pressure testing machine applies a constant rate of pressure stress, which is uniformly increased from zero until the test block fails, the maximum pressure recorded at the time of failure is divided by the cross-sectional area of the test block to obtain the equivalent compressive strength, which reflects the load-carrying capacity of the wallboard under compression load. The test method of the static elastic modulus test is to stop loading when the pressure stress reaches fifty percent of the equivalent compressive strength during the pressure test, and to measure the compression strain of the test block at this load level by sticking strain gauges on the surface of the test block, the strain gauges are electric resistance strain gauges stuck in the center area of the test block, the strain readings of the strain gauges are recorded, and the equivalent elastic modulus is equal to the pressure stress increment divided by the strain increment, the pressure stress increment is the pressure stress value corresponding to the increase from zero load to fifty percent of the equivalent compressive strength, and the strain increment is the corresponding strain change value, and the equivalent elastic modulus reflects the stiffness characteristics of the wallboard material.

[0048] When the wallboard thickness parameter is obtained by weighing method combined with the volume of the wallboard, the weighing method is to place the complete wallboard sample on a large electronic scale or a weighbridge, the range of the electronic scale should meet the weight range of the wallboard, and the accuracy should not be less than 1 kg. The mass value displayed on the electronic scale is the actual mass of the wallboard. The calculation method of the volume of the wallboard is to multiply the length of the wallboard by the width of the wallboard and then by the thickness of the wallboard to obtain the outer contour volume of the wallboard. The length and width of the wallboard are measured by a tape measure, and the thickness of the wallboard is measured by a vernier caliper or a thickness gauge at multiple positions of the wallboard and then averaged. The calculation method of the density of the wallboard is to divide the actual mass of the wallboard by the volume of the wallboard. The density of the wallboard reflects the weighted average of the density of the concrete entity and the filler material in the wallboard. The smaller the density value, the higher the lightweight degree of the wallboard. The thickness parameter of the wallboard is directly obtained from the measurement data. The thickness parameter is a necessary input parameter for the subsequent calculation of the comprehensive performance index.

[0049] When the comprehensive performance index is calculated according to the equivalent compressive strength, the equivalent elastic modulus, the density of the wallboard and the thickness of the wallboard, the calculation method of the comprehensive performance index is to divide the product of the equivalent compressive strength and the equivalent elastic modulus by the product of the density of the wallboard and the thickness of the wallboard. The physical meaning of this index is the comprehensive bearing efficiency of the wallboard under the condition of unit mass and unit thickness. The numerator, the equivalent compressive strength multiplied by the equivalent elastic modulus, reflects the strength and stiffness performance of the wallboard. The larger the value, the stronger the bearing capacity of the wallboard. The denominator, the density of the wallboard multiplied by the thickness of the wallboard, reflects the material usage of the wallboard. The larger the value, the heavier or thicker the wallboard. The larger the value of the comprehensive performance index, the more significant the lightweight and high-strength characteristics of the wallboard under the same weight and thickness. The units of the parameters need to be unified in the calculation process. The unit of the equivalent compressive strength is megapascal, the unit of the equivalent elastic modulus is gigapascal which needs to be converted to megapascal, the unit of the density of the wallboard is kilogram per cubic meter, and the unit of the thickness of the wallboard is millimeter. The comprehensive performance index obtained by calculation is a dimensionless value or a specific dimension value after unit conversion.

[0050] According to the numerical range of the comprehensive performance index, the wallboard is divided into different performance grades, the applicable sewage tank depth range and reinforcement scheme are set for each performance grade, and a wallboard performance grading standard is obtained. When the performance grading is performed according to the comprehensive performance index, a higher threshold is set, the wallboard with a comprehensive performance index greater than or equal to the higher threshold is classified as a first-grade wallboard, the wallboard with a comprehensive performance index within a medium threshold range is classified as a second-grade wallboard, and the wallboard with a comprehensive performance index within a lower threshold range is classified as a third-grade wallboard. The grading standard is formulated according to the actual requirements of the sewage tank project and the design specification requirements. When the applicable sewage tank depth range is set for each performance grade, the first-grade wallboard has the highest comprehensive performance index and the strongest bearing capacity, and is applicable to a working condition with a large sewage tank depth. The second-grade wallboard has a medium comprehensive performance index and is applicable to a working condition with a medium sewage tank depth. The third-grade wallboard has a lower comprehensive performance index and is applicable to a working condition with a small sewage tank depth. The sewage tank depth is directly related to the water pressure borne by the wallboard. The greater the depth, the greater the water pressure, and the higher the performance requirement for the wallboard. When the reinforcement scheme is set for each performance grade, the reinforcement scheme includes the steel bar diameter, the steel bar spacing, and the steel bar layer number. The first-grade wallboard needs to be configured with a higher reinforcement rate, a larger diameter steel bar, and a smaller steel bar spacing. The second-grade wallboard has a medium reinforcement rate. The third-grade wallboard has a lower reinforcement rate. The reinforcement scheme is determined according to the stress characteristics of the wallboard and the concrete structure design specification. The wallboard performance grading standard provides a quantitative basis for the wallboard selection of the sewage tank project. Designers can select a wallboard with a suitable grade according to the actual depth and load conditions of the sewage tank, and design the wallboard according to the specified reinforcement scheme. The establishment of the grading standard solves the problem of the lack of systematic design standards and selection basis in the prior art.

[0051] The hollow wallboard structure strength and lightweight balance design system in the embodiments of the present application is described as follows. Please refer to Figure 2 The hollow wallboard structure strength and lightweight balance design system in the embodiments of the present application includes one embodiment: An extraction module is configured to divide the wallboard of the sewage tank into a plurality of stress sub-regions along the height direction and the thickness direction, and extract the stress utilization rate of each sub-region. A configuration module is configured to configure a differential hollow rate for each sub-region according to the stress utilization rate of each sub-region, determine the side length and distribution spacing of the honeycomb cavity, and obtain a preliminary cavity layout scheme. An iteration module is configured to establish a double-target constraint of a strength target item and a lightweight target item, take the cavity position and side length as design variables, and iteratively optimize the preliminary cavity layout scheme to obtain target cavity layout parameters. An enhancement module is configured to divide the filling material into a plurality of density grades according to the target cavity layout parameters, configure the filling material of the corresponding density grade for the cavity of each sub-region, and perform interface enhancement processing on the surface of the filling material. A computing module is configured to determine a load-bearing performance parameter of the wallboard, to calculate a comprehensive performance index in combination with the density and thickness of the wallboard, and to obtain a wallboard performance grading standard according to the comprehensive performance index.

[0052] The above Figure 2 The sewage pool hollow wallboard structure strength and lightweight balance design system in the embodiment of the application is described in detail from the perspective of modular functional entities, and the sewage pool hollow wallboard structure strength and lightweight balance design device in the embodiment of the application is described in detail from the perspective of hardware processing.

[0053] Referring to Figure 3 In the embodiment of the application, a sewage pool hollow wallboard structure strength and lightweight balance design device is also provided, which can be a server, and the internal structure thereof can be as shown in Figure 3 The sewage pool hollow wallboard structure strength and lightweight balance design device includes a processor, a memory, a display screen, an input device, a network interface and a database connected through a system bus. The processor of the computer design is used to provide computing and control capabilities. The memory of the sewage pool hollow wallboard structure strength and lightweight balance design device includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The database of the sewage pool hollow wallboard structure strength and lightweight balance design device is used to store the corresponding data in the embodiment. The network interface of the sewage pool hollow wallboard structure strength and lightweight balance design device is used to communicate with the external terminal through the network connection. The computer program is executed by the processor to implement the above method.

[0054] Those skilled in the art can understand Figure 3 The structure shown in the above

[0055] The application also provides a computer readable storage medium, which can be a non-volatile computer readable storage medium or a volatile computer readable storage medium. The computer readable storage medium stores instructions, and when the instructions are run on a computer, the computer executes the steps of the sewage pool hollow wallboard structure strength and lightweight balance design method.

[0056] Those skilled in the art can clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described system, system and unit can refer to the corresponding processes in the foregoing method embodiments, and will not be described here.

[0057] The integrated unit, if implemented in the form of a software functional unit and sold or used as an independent product, can be stored in a computer readable storage medium. Based on such understanding, the technical solutions of the present application or the entire or part of the technical solutions that essentially contribute to the prior art can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes a number of instructions for causing a sewage pool hollow wall plate structure strength and light weight balance design equipment (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the method described in each embodiment of the present application. The foregoing storage medium includes: a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, and various program code storage media.

[0058] The above embodiments are only used to illustrate the technical solutions of the present application, but not to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacement for part of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present application.

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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