Wave-dissipation caisson opening wall cross-scale optimization design method and device
By combining ultra-high performance concrete materials and steel fibers, a cross-scale optimization design method for the perforated wall of wave-dissipating caissons was established, which solved the problem of insufficient load-bearing capacity and achieved structural safety optimization and material cost savings.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- OCEAN UNIV OF CHINA
- Filing Date
- 2022-07-15
- Publication Date
- 2026-06-02
AI Technical Summary
Existing wave-dissipating caisson perforated walls have insufficient load-bearing capacity under extreme weather conditions, making the structure prone to damage. Furthermore, existing design methods fail to effectively consider the evolution of the structure's load-bearing capacity and material costs, resulting in low construction efficiency.
A microscopic representative volume element model of ultra-high performance concrete material was adopted, and combined with steel fiber, a numerical model of the macroscopic elastoplastic constitutive relationship of the material was established. The ultimate bearing capacity of the perforated wall component was determined by static elastoplastic analysis, and the design of the wave-dissipating caisson structure was optimized.
It improves the load-bearing capacity and structural safety of the perforated wall, delays wall failure, saves on steel reinforcement, and increases construction efficiency.
Smart Images
Figure CN115310173B_ABST
Abstract
Description
Technical Field
[0001] This invention belongs to the field of wave-dissipating caisson perforated wall design, specifically relating to a cross-scale optimization design method and device for wave-dissipating caisson perforated walls based on the application of ultra-high performance concrete. Background Technology
[0002] Wave-dissipating caisson breakwaters are a new type of wave-dissipating marine engineering structure that has been developed in recent decades. The basic structural form of a wave-dissipating caisson is to open the front wall of a traditional caisson, forming a wave-dissipating chamber between the open front wall and the solid rear wall. Incoming waves enter the wave-dissipating chamber through the open front wall, and the wave energy is reduced due to the phase difference between the inside and outside of the wave-dissipating chamber, as well as the intense turbulence inside the wave-dissipating chamber.
[0003] Currently, almost all perforated walls of wave-dissipating caissons are designed and constructed using ordinary reinforced concrete, and their design methods remain limited to macroscopic structural design verification in the codes. Under extreme weather conditions, the combined action of wind and waves on coastal structures over short periods can gradually reduce their load-bearing capacity and even lead to direct structural failure. When waves interact with the wave-dissipating caisson, the wave force generated by the wave crest on the structure is in the same direction as the wave motion; the wave force generated by the wave trough on the structure is in the opposite direction to the wave motion. Therefore, waves subject the structure to alternating tensile and compressive forces. At the same time, the complex triaxial stress cycle in the perforated area of the wave-dissipating caisson can promote crack initiation and propagation, leading to more complex stress response problems. Existing caisson wharf design codes focus more on verifying the overturning and sliding resistance of the structure based on the combination of action effects and structural safety levels, rarely considering the evolution of the structure's load-bearing capacity and cost controllability. If the current design methods are still followed, the structural safety factor needs to be increased without saving material costs, especially the amount of steel reinforcement, which will seriously reduce construction efficiency. Summary of the Invention
[0004] To address the shortcomings of existing technologies, this invention provides a cross-scale optimization design method and device for the perforated wall of a wave-dissipating caisson, which can not only design and evaluate the load-bearing performance of the perforated wall of the wave-dissipating caisson, but also effectively achieve comprehensive optimization of the safety of the wave-dissipating caisson structure.
[0005] The present invention achieves the above-mentioned technical objectives through the following technical means.
[0006] A cross-scale optimization design method for the perforated wall of a wave-dissipating caisson, specifically as follows:
[0007] A representative volume element model of ultra-high performance concrete was established. Displacement loading analysis was performed on the representative volume element of ultra-high performance concrete under periodic boundary conditions. The analysis results were then processed to obtain the macroscopic constitutive relation characteristics of the material.
[0008] The microscopic representative matrix of the material is made by adding steel fibers to the material matrix of ultra-high performance concrete;
[0009] Based on the macroscopic constitutive relation characteristics of the material, a numerical model of the macroscopic elastoplastic constitutive relation of ultra-high performance concrete is established for stress-strain updating of ultra-high performance concrete material elements.
[0010] The numerical model of the macroscopic elastic-plastic constitutive relation of the material is the stress-strain relationship of ultra-high performance concrete material;
[0011] Ultra-high performance concrete material with added steel fibers is introduced into the perforated wall component. The ultimate bearing capacity of the perforated wall component is determined by static elastoplastic analysis. In the process of determining the ultimate bearing capacity of the perforated wall component, the stress-strain update is used to realize the yield failure of the ultra-high performance concrete material unit.
[0012] The perforated wall component serves as the perforated front wall of the wave-dissipating caisson, which also includes partition walls for the spaced wave-dissipating chambers and a solid rear wall box structure.
[0013] Furthermore, the construction process of the material's mesoscopic representative volumetric model is as follows:
[0014] A material matrix for ultra-high performance concrete is created, and randomly distributed steel fibers are added to the material. The material matrix and steel fibers are then assembled, and the steel fibers are embedded in the material matrix. The material matrix and steel fibers are meshed to form a microscopic representative volumetric model of the material. The amount of steel fibers embedded is 1% to 4% of the volume fraction of the microscopic representative volumetric model of the material.
[0015] Furthermore, the amount of steel fiber embedded is 2% of the volume fraction of the material's microscopic representative volumetric model.
[0016] Furthermore, during the elastic deformation stage, the stress-strain relationship of the ultra-high performance concrete material is as follows:
[0017] dσ=D e dε
[0018] Where dσ is the stress increment, dε is the strain increment, and D e It is the elasticity matrix.
[0019] Furthermore, during the elastoplastic deformation stage, the stress-strain relationship of the ultra-high performance concrete material is as follows:
[0020] dσ=D ep dε
[0021] Among them, D ep Let be an elastic-plastic matrix, and:
[0022]
[0023] Among them, D p Let be the plasticity matrix, w be the plastic potential function, f be the yield function, H be the hardening function, and σ be the equivalent stress, and:
[0024] w=∫σ s dε pl
[0025]
[0026]
[0027] Where: σ s For yield stress, ε pl For equivalent plastic strain, σ x Let σ be the component of the normal stress along the x-axis. y Let σ be the component of the normal stress along the y-axis. z Let τ be the component of the normal stress along the z-axis. xy τ is the shear stress component tangent to the xy plane. zx For the shear stress component tangent to the zx plane, τ yz The shear stress component is tangent to the yz plane.
[0028] Furthermore, the expression for the yield function is:
[0029]
[0030] Where: θ is the Lode angle, and c is the cohesion at which the material yields. Let θ be the internal friction angle at which the material yields; K(θ) represents an intermediate function of θ. p is the equivalent compressive stress, q is the Mises equivalent stress, and:
[0031]
[0032] Where: σ1 is the first principal stress, σ2 is the second principal stress, σ3 is the third principal stress, I1 is the first invariant of the stress tensor, J2 is the second invariant of the stress deviator, and J3 is the third invariant of the stress deviator. I2 is the second invariant of the stress tensor, and I3 is the third invariant of the stress tensor; and:
[0033]
[0034]
[0035] Furthermore, the stress-strain update process is as follows:
[0036] The yield function is used to determine whether the material has yielded. If it has not yielded, the elastic matrix is calculated. If the material has yielded, the plastic potential function w, hardening function H, and equivalent stress σ are calculated. The elastic-plastic matrix is then calculated, and the stress increment is obtained by combining the strain increment. The stress is then updated.
[0037] Strain is updated based on the strain and strain increment output by the finite element software.
[0038] A cross-scale optimized design device for the perforated wall of a wave-dissipating caisson includes:
[0039] The module for establishing a representative microstructure volumetric model of materials is used to construct a representative microstructure volumetric model of ultra-high performance concrete.
[0040] The module for establishing a numerical model of macroscopic elastic-plastic constitutive relations of materials is used to construct a numerical model of macroscopic elastic-plastic constitutive relations of ultra-high performance concrete and to update the stress and strain of ultra-high performance concrete material elements.
[0041] The perforated wall component design module is used to design perforated wall components and to determine the ultimate bearing capacity of perforated wall components with added ultra-high performance concrete materials using static elastoplastic analysis.
[0042] The wave-dissipating caisson design module is used to design wave-dissipating caissons, using perforated wall components made of ultra-high performance concrete as the perforated front wall of the wave-dissipating caisson.
[0043] An electronic device, comprising a memory and a processor;
[0044] The memory is used to store computer programs;
[0045] The processor is used to execute the computer program and, in executing the computer program, implement the above-mentioned cross-scale optimization design method for the perforated wall of the wave-dissipating caisson.
[0046] A storage medium storing a computer program, which, when executed by a processor, causes the processor to perform the aforementioned cross-scale optimization design method for the perforated wall of a wave-dissipating caisson.
[0047] The beneficial effects of this invention are as follows:
[0048] (1) This invention first establishes a representative microscopic volume element model of ultra-high performance concrete (UHVPC). Displacement loading analysis is performed on the representative volume elements of UHVPC under periodic boundary conditions. The analysis results are then processed to obtain the macroscopic constitutive relation characteristics of the material. Based on these characteristics, a numerical model of the macroscopic elastoplastic constitutive relation of UHVPC is established for updating the stress and strain of the UHVPC material elements. UHVPC with added steel fibers is introduced into the perforated wall component, and the ultimate bearing capacity of the perforated wall component with added UHVPC is determined using static elastoplastic analysis. The perforated wall component serves as the front wall of the wave-dissipating caisson. This invention's method can both design and evaluate the bearing performance of the perforated wall of the wave-dissipating caisson and effectively optimize the overall safety of the perforated caisson structure.
[0049] (2) The present invention introduces ultra-high performance concrete material with added steel fiber into the perforated wall component, which changes the structural strength and stiffness of the perforated wall, delays the destruction of the wall structure, and at the same time, ultra-high performance concrete has stronger toughness than ordinary concrete, and the deformation capacity of the composite structure composed of steel bars and it is significantly improved. Attached Figure Description
[0050] Figure 1 This is a flowchart of the cross-scale optimization design method for the perforated wall of the wave-dissipating caisson described in this invention;
[0051] Figure 2 The present invention establishes a microscopic RVE model and analysis flowchart for ultra-high performance concrete materials.
[0052] Figure 3 This is a schematic diagram of a single perforated wall component and its reinforcement arrangement in the perforated front wall structure described in this invention;
[0053] Figure 4 These are schematic diagrams illustrating different reinforcement configurations for the perforated wall described in this invention;
[0054] Figure 5 for Figure 4 Comparison curves of bearing capacity for different reinforcement configurations;
[0055] Figure 6(a) is a schematic diagram of the wave-dissipating caisson model described in this invention;
[0056] Figure 6(b) is a front view of the wave-dissipating caisson model described in this invention;
[0057] Figure 7 This is a schematic diagram illustrating the interaction between the partition wall components and the perforated wall components in the wave-dissipating caisson structure described in this invention.
[0058] Figure 8(a) is a stress curve of the reference point of the wall before the opening of the concrete layer gradient design according to the present invention;
[0059] Figure 8(b) is a curve showing the evolution (load-displacement) of the bearing capacity of the wall before the opening of the concrete layer gradient design according to the present invention. Detailed Implementation
[0060] The present invention will be further described below with reference to the accompanying drawings and specific embodiments, but the scope of protection of the present invention is not limited thereto.
[0061] like Figure 1 As shown, the present invention provides a cross-scale optimization design method for the perforated wall of a wave-dissipating caisson, which specifically includes the following steps:
[0062] Step (1): Establish a material microstructure RVE (representative volume element) model for ultra-high performance concrete (UHPC).
[0063] like Figure 2 As shown, a microscopic Relative Value Evaluator (RVE) model of the material is established in the simulation software: a material matrix of ultra-high performance concrete and randomly distributed steel fibers are created. The material matrix and steel fibers are then assigned to the material, assembled, and the steel fibers are embedded in the material matrix. The material matrix and steel fibers are meshed to form the microscopic RVE model of the material. The components of the material matrix include matrix and aggregate. The embedding amount of steel fibers is 1% to 4% of the volume fraction of the microscopic RVE model of the material.
[0064] By using the method of embedding cohesive outer nodes, the interaction between the steel fiber interface and the material matrix is generated, which enables both the material matrix and the steel fiber to be meshed separately. This avoids the difficulty in meshing the material matrix caused by inserting the steel fiber into the material matrix after drilling holes. At the same time, it also considers the failure of the mechanical properties of the steel fiber after the stiffness degradation due to interface damage and solves the convergence difficulties in the calculation process.
[0065] By applying periodic boundary conditions to the material using a micromechanical plugin, the mesoscopic RVE model performs displacement loading analysis on representative volume elements of ultra-high performance concrete under periodic boundary conditions. The post-processing analysis results yield macroscopic constitutive relation characteristics of the material (including macroscopic yield surface, elastic modulus, tensile and compressive strength, and hardening function curves), which serve as parameters for establishing a subsequent numerical model of the material's macroscopic elastoplastic constitutive relation.
[0066] Applying periodic boundary conditions requires handling the degrees of freedom of each node in the microstructure RVE model (vertices, edges, and faces) (the degrees of freedom are set in the simulation software using the finite element method). At the same time, it is necessary to control the change of the boundary conditions of the reference point of the microstructure RVE model during the loading displacement process (this is also achieved by setting the degrees of freedom in the simulation software using the finite element method) and apply it to the microstructure RVE model to achieve biaxial loading.
[0067] Step (2): Based on the displacement loading analysis of the material microstructure RVE model in step (1), the macroscopic constitutive relation characteristics of the material are obtained, and a numerical model of the macroscopic elastic-plastic constitutive relation of ultra-high performance concrete is established. This model is established in finite element software through secondary development technology.
[0068] During the elastic deformation stage, the numerical model of the macroscopic elastic-plastic constitutive relation of ultra-high performance concrete is the stress-strain relationship expression of ultra-high performance concrete material:
[0069] dσ=D e dε (1)
[0070] Where dσ is the stress increment, dε is the strain increment, and D e The elastic matrix is derived using the generalized Hooke's law in elastoplastic mechanics, and the derivation process is based on existing technology.
[0071] In the elastoplastic deformation stage, the yield function F must first be defined. When F ≤ 0, the material is still in the elastic deformation stage; when F > 0, the material has entered the plastic state. Based on the post-processing analysis results of the mesoscopic RVE model, the yield surface of UHPC material is in good agreement with the Mohr-Coulomb yield surface. Therefore, the Mohr-Coulomb yield function is adopted. The Mohr-Coulomb yield function can be expressed as:
[0072]
[0073] Where σ1 is the first principal stress, σ3 is the third principal stress, and c is the cohesion of the material at yield. The internal friction angle at which the material yields;
[0074] Since the convergence of the Mohr-Coulomb yield function deteriorates during numerical calculation, this invention uses stress invariants (including stress tensor invariants and stress deviator invariants), equivalent compressive stress p, and Mises equivalent stress q to express the yield function based on the Mohr-Coulomb criterion as follows:
[0075]
[0076] Where θ is the Lode angle, K(θ) represents an intermediate function of θ, and the expressions for p, q, and θ are as follows:
[0077]
[0078] Where σ2 is the second principal stress, I1 is the first invariant of the stress tensor, J2 is the second invariant of the stress deviator, J3 is the third invariant of the stress deviator, and s x Let s be the principal deviatoric stress component along the x-axis.y Let s be the principal deviatoric stress component along the y-axis. z Let τ be the principal deviatoric stress component along the z-axis. xy τ is the shear stress component tangent to the xy plane. zx For the shear stress component tangent to the zx plane, τ yz The shear stress component is tangent to the yz plane;
[0079] If we use the stress tensor invariants to represent the third invariant of stress deviators, then the expression is:
[0080]
[0081] Where I2 is the second invariant of the stress tensor, I3 is the third invariant of the stress tensor, and:
[0082]
[0083] Where, σ x Let σ be the component of the normal stress along the x-axis. y Let σ be the component of the normal stress along the y-axis. z This represents the component of the normal stress along the z-axis.
[0084] Since the principal stresses are related as follows: σ1≥σ2≥σ3, using the variables in equation (4) to represent the principal stresses, we can obtain:
[0085]
[0086] Substituting formula (7) into formula (2), and then combining them with formula (3), we obtain the following expression for K(θ):
[0087]
[0088] During the elastoplastic deformation stage, the numerical model of the macroscopic elastoplastic constitutive relation of ultra-high performance concrete, namely the stress-strain relationship of ultra-high performance concrete, can be expressed as:
[0089] dσ=D ep dε (9)
[0090] Among them, D ep The elastic-plastic matrix can be obtained from the following formula:
[0091]
[0092] Among them, D p Let w be the plasticity matrix, f be the plastic potential function, f be the yield function (specifically expressed as formula (3)), H be the hardening function, and σ be the equivalent stress, and:
[0093] w=∫σs dε pl (11)
[0094]
[0095]
[0096] Where, σ s For yield stress, ε pl This is the equivalent plastic strain.
[0097] The numerical model of the macroscopic elastoplastic constitutive relation of the material is used to update the stress and strain of the ultra-high performance concrete material element, thereby accurately simulating the macroscopic mechanical properties of the ultra-high performance concrete material; the yield function is used to determine whether the material yields. If it does not yield, the elastic matrix is calculated by the generalized Hooke's law in elastoplastic mechanics; if the material yields, the plastic potential function w, hardening function H and equivalent stress σ are calculated according to formulas (11), (12) and (13), thereby further calculating the elastoplastic matrix. Finally, the stress increment is obtained by combining the strain increment output by the finite element software, and the stress is updated; the strain is updated based on the strain and strain increment output by the finite element software.
[0098] Step (3) Design parameters for the perforated wall component, including: size, shape of the opening, location of the opening, opening ratio and reinforcement arrangement. The preliminary design of the size, shape of the opening, location of the opening, opening ratio and reinforcement arrangement of the perforated wall component shall refer to the existing specifications.
[0099] Ultra-high performance concrete (UHVPC) with added steel fibers was introduced into perforated wall components. At the component level, the ultimate bearing capacity of the perforated wall was first studied using static elastoplastic analysis (Pushover). The calculation method of static elastoplastic analysis is as follows: a certain load is applied to the perforated wall component, and the load is gradually increased until the UHVPC material units successively yield and fail, and the overall stress of the perforated wall component reaches the ultimate load value, which is identified as the ultimate bearing capacity of the perforated wall. Subsequently, the bearing capacity of perforated wall components using conventional ordinary concrete materials can be obtained using the same method, thereby comparing the difference in bearing capacity between perforated wall components using UHVPC with added steel fibers and those using conventional ordinary concrete materials. Finally, the reinforcement ratio of the perforated wall components using UHVPC with added steel fibers was changed, i.e., the reinforcement structural parameters were studied. By changing the number and arrangement of reinforcement, the design can be continuously adjusted and optimized to achieve the design indicators expected in the application environment of the perforated wall component (such as increasing the bearing capacity of the perforated wall or reducing the internal reinforcement ratio). During the process of successive yield failure of ultra-high performance concrete material units, step (2) is used to update the stress and strain of ultra-high performance concrete material units.
[0100] Step (4): Based on the design of the above-mentioned perforated wall components, design the overall structural parameters of the wave-dissipating caisson. The preliminary design of the size of the wave-dissipating caisson, the thickness of the partition wall, the location of the partition wall, and the size of the wave-dissipating chamber all refer to the existing specifications.
[0101] The wave-dissipating caisson consists of a front wall composed of multiple perforated wall components, a partition wall separating the wave-dissipating chambers, and a solid rear wall box structure. Because the partition walls and rear wall box structures of the caisson have relatively large self-weight and rigidity in actual engineering projects, they can be approximated as rigid bodies when setting up the partition walls and rear wall box structures within the overall wave-dissipating caisson.
[0102] At the structural level, the finite element analysis method based on the coupling effect of components (perforated walls and partition walls) can be used to study practical engineering problems such as the interaction between components and the stress concentration distribution of wave-damping caissons, and further design optimization can be carried out on the structural safety problems (excessive local stress concentration) that appear in the study.
[0103] Example
[0104] The optimized design method of this invention will be illustrated below using a perforated wall component with circular holes as an example. The perforation rate of the perforated wall component is 30%, and the material microstructure RVE model uses ultra-high performance concrete material containing 2% steel fiber by volume. In this embodiment, the selection of 2% steel fiber by volume fraction was determined by establishing the relationship between the microstructure (steel fiber content, material matrix properties) and macroscopic mechanical properties (macroscopic yield surface, elastic modulus, tensile and compressive strength, and hardening function curve) of UHPC material using the representative volume element method.
[0105] See Figure 3 According to the "Code for Design of Concrete Structures" (GB50010–2010), a circular opening wall is designed and reinforced with steel bars. The dimensions of the opening wall are 6000mm×4000mm×500mm. The circular openings are arranged in five rows and three columns, and the diameter of the openings is 800mm. The concrete cover is 50mm thick. The longitudinal bars of the steel bars inside the opening wall have a uniform diameter of 16mm, and the stirrups have a uniform diameter of 12mm. The steel bars are HRB400 steel. Two layers of steel mesh are distributed inside the opening wall. The distance between the steel meshes is 400mm. The steel meshes are connected to each other by lateral bars with a diameter of 12mm and a spacing of 100mm. While keeping the reinforcement conditions unchanged, the load-displacement curves of the load-displacement curves of the traditional ordinary concrete perforated wall structure and the novel perforated wall structure using UHPC material in this invention are compared. The materials, dimensions, and arrangement of the internal reinforcement in both structures are completely identical; the difference lies in the properties of the concrete material. The density of the concrete used in the traditional ordinary concrete perforated wall structure is 2400 kg / m³. 3The elastic modulus is 27000 MPa, Poisson's ratio is 0.2, uniaxial tensile strength is 1.76 MPa, and uniaxial compressive strength is 50.99 MPa. The ultra-high performance concrete material used in the perforated wall structure of this invention is a UHPC material containing 2% steel fiber, obtained by RVE method and experimental verification, with a density of 2565 kg / m³. 3 The elastic modulus is 50,000 MPa, the Poisson's ratio is 0.18, the uniaxial tensile strength is 11.2 MPa, and the uniaxial compressive strength is 175.0 MPa.
[0106] See Figure 5 A comparative analysis with ordinary concrete circular perforated walls showed that ultra-high performance concrete can significantly improve the load-bearing capacity of circular perforated walls. In this embodiment, the maximum load-bearing capacity was increased by 7 times under the same reinforcement ratio (see...). Figure 5 (Comparison of bearing capacity between Example 0 and Example 1). Simultaneously, by changing the reinforcement ratio in the perforated wall, the bearing capacity of circular perforated wall components with different reinforcement conditions was obtained. The bearing capacity of UHPC components with various reinforcement ratios was then compared with that of ordinary concrete components with the original reinforcement ratio. For example... Figure 4 As shown, the reinforcement ratios of examples 0 / 1-5 decrease sequentially, while example 1 has the same reinforcement ratio as the ordinary concrete member, which is the original reinforcement ratio. Figure 5 The load-bearing capacity evolution curves in Example 5 show that its load-bearing capacity is close to that of ordinary concrete members, but the amount and ratio of reinforcement are significantly reduced. Therefore, under the same load-bearing capacity requirements, the application of UHPC materials can greatly reduce the amount of reinforcement used in perforated walls and even perforated caissons, thus saving on the cost of steel reinforcement. While ensuring that the ultimate load-bearing capacity of the perforated wall remains unchanged, the application of ultra-high performance concrete materials can reduce the amount of steel used in the perforated wall by approximately 40%. Figure 5 The ultra-high performance concrete layer of the circular perforated wall shown contains steel fibers, with a volume fraction of 2%. The presence of steel fibers enables the ultra-high performance concrete to exhibit hardening and yield plateau stages during the tensile phase, and certain toughness characteristics during the compression phase.
[0107] Referring to Figures 6(a) and (b), the large wave-dissipating caisson breakwater structure using UHPC material in this application is established based on relevant specifications and engineering examples, such as the "Code for Design and Construction of Gravity Wharfs," "Code for Design and Construction of Breakwaters," and "Code for Design of Concrete Structures in Water Transport Engineering." As shown in Figures 6(a) and (b), based on design specifications, relevant literature, and engineering project examples, a finite element model is constructed using the same specifications. The dimensions of the wave-dissipating caisson mainly include the following parts: the overall length, height, and wall thickness of the caisson, reinforcement and reinforcement ratio, and the opening ratio and hole size of the perforated wall. The dimensions of the wave-dissipating caisson are 20m × 16m × 9m. The overall perforated front wall consists of four perforated wall components, and four wave-dissipating chambers are set behind the perforated front wall. Each wave-dissipating chamber has dimensions of 3.2m × 6.5m × 6m, and the partition wall between the wave-dissipating chambers has dimensions of 20m × 16m × 9m. The interaction between the components in the wave-dissipating caisson structure in this embodiment is studied, see [link to relevant documentation]. Figure 7 Through calculation and analysis, the nodal reaction force-position relationship on the contact surface between the partition wall and the front wall with opening can be obtained, and the interaction between the front wall with opening and the partition wall can be analyzed. Simultaneously, addressing the stress concentration problem caused by the opening in the front wall of the designed new wave-dissipating caisson, the cross-scale optimization design method of this invention is used to optimize the design parameters and the layout of the opening wall. The original design used UHPC as the concrete layer material for the entire front wall with opening, causing a relatively serious stress concentration problem. Two optimized design schemes are proposed: the concrete layer above the upper 2 / 3 of the front wall with opening (approximately 4 meters from the top) uses a material containing 2% UHPC, while the concrete layer below the lower 1 / 3 uses a weaker concrete material (Design 2 uses fiber-free UHPC, Design 3 uses ordinary concrete). Referring to Figures 8(a) and (b), after optimization, the maximum stress concentration of the wall before the opening is reduced and the distribution range is significantly reduced. According to the stress-time curve of the reference point of the wall before the opening, the reference point of the optimized wall can withstand longer loads in the monotonic loading failure simulation (approximately 4.5s for Design 1, approximately 5.5s for Design 2, and approximately 6s for Design 3).
[0108] A cross-scale optimized design device for the perforated wall of a wave-dissipating caisson includes:
[0109] The module for establishing a representative microstructure volumetric model of materials is used to construct a representative microstructure volumetric model of ultra-high performance concrete.
[0110] The module for establishing a numerical model of macroscopic elastic-plastic constitutive relations of materials is used to construct a numerical model of macroscopic elastic-plastic constitutive relations of ultra-high performance concrete and to update the stress and strain of ultra-high performance concrete material elements.
[0111] The perforated wall component design module is used to design perforated wall components and to determine the ultimate bearing capacity of perforated wall components with added ultra-high performance concrete materials using static elastoplastic analysis.
[0112] The wave-dissipating caisson design module is used to design wave-dissipating caissons, using perforated wall components made of ultra-high performance concrete as the perforated front wall of the wave-dissipating caisson.
[0113] Based on the same inventive concept as the cross-scale optimization design method for wave-dissipating caisson perforated walls, this application also provides an electronic device. This electronic device includes one or more processors and one or more memories. The memories store computer-readable code, which, when executed by the one or more processors, implements the cross-scale optimization design method for wave-dissipating caisson perforated walls. The memories may include non-volatile storage media and internal memory; the non-volatile storage media may store an operating system and computer-readable code. The computer-readable code includes program instructions, which, when executed, cause the processor to execute any cross-scale optimization design method for wave-dissipating caisson perforated walls. The processor provides computational and control capabilities to support the operation of the entire electronic device. The memories provide an environment for the operation of the computer-readable code in the non-volatile storage media, which, when executed by the processor, causes the processor to execute any cross-scale optimization design method for wave-dissipating caisson perforated walls.
[0114] It should be understood that the processor can be a Central Processing Unit (CPU), but it can also be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. Among these, a general-purpose processor can be a microprocessor or any conventional processor.
[0115] The embodiments of this application also provide a computer-readable storage medium storing computer-readable code, the computer-readable code including program instructions, and the processor executing the program instructions to realize the cross-scale optimization design method for the perforated wall of the wave-dissipating caisson of this application.
[0116] The computer-readable storage medium can be an internal storage unit of the electronic device described in the foregoing embodiments, such as the hard disk or memory of the computer device. The computer-readable storage medium can also be an external storage device of the electronic device, such as a plug-in hard disk, SmartMedia Card (SMC), Secure Digital (SD) card, or Flash Card equipped on the electronic device.
[0117] In this application, unless otherwise expressly specified and limited, the terms "cross-scale" and similar terms should be interpreted broadly. For example, they can refer to the interrelationship between microstructure and macroscopic properties in materials research, or the interaction between material properties and overall structural parameters (material-structure); they can be direct coupling connections, or indirect connections through an intermediate scale (component scale) (material-component-structure). Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances. Numerous specific details are set forth in this specification. However, it will be understood that embodiments of the invention can be practiced without these specific details. In some instances, well-known methods, systems, and techniques have not been shown in detail so as not to obscure the understanding of this specification.
[0118] The embodiments described above are preferred embodiments of the present invention, but the present invention is not limited to the above embodiments. Any obvious improvements, substitutions or modifications that can be made by those skilled in the art without departing from the essence of the present invention shall fall within the protection scope of the present invention.
Claims
1. A method for cross-scale optimization design of perforated walls for wave-dissipating caissons, characterized in that: A representative volume element model of ultra-high performance concrete was established. Displacement loading analysis was performed on the representative volume element of ultra-high performance concrete under periodic boundary conditions. The analysis results were then processed to obtain the macroscopic constitutive relation characteristics of the material. The microscopic representative matrix of the material is made by adding steel fibers to the material matrix of ultra-high performance concrete; Based on the macroscopic constitutive relation characteristics of the material, a numerical model of the macroscopic elastoplastic constitutive relation of ultra-high performance concrete is established for stress-strain updating of ultra-high performance concrete material elements. The numerical model of the macroscopic elastic-plastic constitutive relation of the material is the stress-strain relationship of ultra-high performance concrete material; Ultra-high performance concrete material with added steel fibers is introduced into the perforated wall component. The ultimate bearing capacity of the perforated wall component is determined by static elastoplastic analysis. In the process of determining the ultimate bearing capacity of the perforated wall component, the stress-strain update is used to realize the yield failure of the ultra-high performance concrete material unit. The perforated wall component serves as the perforated front wall of the wave-dissipating caisson, which also includes partition walls for the spaced wave-dissipating chambers and a solid rear wall box structure.
2. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 1, characterized in that, The construction process of the representative microscopic volumetric model of the material is as follows: A material matrix for ultra-high performance concrete is created, and randomly distributed steel fibers are added to the material. The material matrix and steel fibers are then assembled, and the steel fibers are embedded in the material matrix. The material matrix and steel fibers are meshed to form a microscopic representative volumetric model of the material. The amount of steel fibers embedded is 1% to 4% of the volume fraction of the microscopic representative volumetric model of the material.
3. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 2, characterized in that, The amount of steel fiber embedded is 2% of the volume fraction of the material's microscopic representative volumetric model.
4. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 1, characterized in that, During the elastic deformation stage, the stress-strain relationship of the ultra-high performance concrete material is as follows: dσ6D e dε Where dσ is the stress increment, dε is the strain increment, and D e It is the elasticity matrix.
5. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 4, characterized in that, During the elastoplastic deformation stage, the stress-strain relationship of the ultra-high performance concrete material is as follows: dσ6D ep dε Among them, D ep Let be an elastic-plastic matrix, and: Among them, D p Let be the plasticity matrix, w be the plastic potential function, f be the yield function, H be the hardening function, and σ be the equivalent stress, and: w6∫σ s dε pl Where: σ s For yield stress, ε pl For equivalent plastic strain, σ x Let σ be the component of the normal stress along the x-axis. y Let σ be the component of the normal stress along the y-axis. z Let τ be the component of the normal stress along the z-axis. xy τ is the shear stress component tangent to the xy plane. zx For the shear stress component tangent to the zx plane, τ yz The shear stress component is tangent to the yz plane.
6. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 5, characterized in that, The expression for the yield function is: Where: θ is the Lode angle, and c is the cohesion at which the material yields. Let θ be the internal friction angle at which the material yields; K(θ) represents an intermediate function of θ. p is the equivalent compressive stress, q is the Mises equivalent stress, and: Where: σ1 is the first principal stress, σ2 is the second principal stress, σ3 is the third principal stress, I1 is the first invariant of the stress tensor, J2 is the second invariant of the stress deviator, and J3 is the third invariant of the stress deviator. I2 is the second invariant of the stress tensor, and I3 is the third invariant of the stress tensor; and:
7. The cross-scale optimization design method for the perforated wall of the wave-dissipating caisson according to claim 6, characterized in that, The stress-strain update process is as follows: The yield function is used to determine whether the material has yielded. If it has not yielded, the elastic matrix is calculated. If the material has yielded, the plastic potential function w, hardening function H, and equivalent stress σ are calculated. The elastic-plastic matrix is then calculated, and the stress increment is obtained by combining the strain increment. The stress is then updated. Strain is updated based on the strain and strain increment output by the finite element software.
8. An apparatus for implementing the cross-scale optimization design method for the perforated wall of a wave-dissipating caisson according to any one of claims 1-7, characterized in that, include: The module for establishing a representative microstructure volumetric model of materials is used to construct a representative microstructure volumetric model of ultra-high performance concrete. The module for establishing a numerical model of macroscopic elastic-plastic constitutive relations of materials is used to construct a numerical model of macroscopic elastic-plastic constitutive relations of ultra-high performance concrete and to update the stress and strain of ultra-high performance concrete material elements. The perforated wall component design module is used to design perforated wall components and to determine the ultimate bearing capacity of perforated wall components with added ultra-high performance concrete materials using static elastoplastic analysis. The wave-dissipating caisson design module is used to design wave-dissipating caissons, using perforated wall components made of ultra-high performance concrete as the perforated front wall of the wave-dissipating caisson.
9. An electronic device, characterized in that, Including memory and processor; The memory is used to store computer programs; The processor is used to execute the computer program and, in executing the computer program, implement the cross-scale optimization design method for the perforated wall of the wave-dissipating caisson as described in any one of claims 1-7.
10. A storage medium, characterized in that, The storage medium stores a computer program, which, when executed by a processor, causes the processor to perform the cross-scale optimization design method for the perforated wall of the wave-dissipating caisson as described in any one of claims 1-7.