Self-adaptive dam simulation method and device
By dynamically updating the dam morphology using the FVCOM model, the limitations of adaptive dam simulation in existing technologies are overcome, enabling real-time and accurate dam simulation. This improves the physical realism and engineering applicability of the simulation, and supports engineering design and construction management.
Patent Information
- Application Number
- CN202511267047.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-09-05
- Publication Date
- 2025-12-12
AI Technical Summary
Existing flume experiments and numerical simulation methods have limitations in simulating the dynamic changes of adaptive dams. They are difficult to accurately reflect the impact of construction progress on dam morphology, and are costly, making it impossible to achieve real-time and accurate dam simulation.
The FVCOM model is used for initialization, and the dam morphology is dynamically updated. The dam morphology is adjusted in real time according to the construction progress or environmental factors. The updated morphology is used to numerically calculate the target variable and simulate the hydrodynamic process until the simulation ends and the results are output.
It enables real-time and accurate simulation of dam morphology, improves the physical realism and engineering applicability of the simulation, and can accurately capture the impact of the construction process on the hydrodynamic environment and sediment transport, providing a scientific basis for engineering design and construction management.
Smart Images
Figure CN121118756A_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of data processing technology, and in particular to an adaptive dam simulation method and apparatus. Background Technology
[0002] In recent years, researchers have conducted extensive research on coastal flooding caused by single or combined factors such as heavy rainfall, high-flow rivers, tides, storm surges, and tsunamis. Current research methods mainly focus on two directions: flume experiments and numerical simulations. However, these methods still have certain limitations in simulating the dynamic changes of adaptive dams. Flume experiments are usually based on fixed structures, which, although providing high-precision physical observation data, limit their flexibility. In actual engineering, the geometry of adaptive dams dynamically adjusts with the construction progress, and flume experiments cannot account for the impact of construction progress on the height and length of the dam during the experiment, thus failing to fully reproduce the entire dam construction process. In addition, because adaptive dams involve time-series evolution, the repeatability of experiments is poor, and the cost of extending experiments for different hydrodynamic conditions is high. Traditional numerical simulations also have significant shortcomings in describing the dynamic adjustments of adaptive dams. Current mainstream numerical models usually assume that the dam is static or undergoes a predetermined morphological change, and cannot accurately obtain the real-time dam morphology. Summary of the Invention
[0003] In view of this, embodiments of this application provide an adaptive dam simulation method and apparatus to improve the real-time performance and accuracy of dam simulation.
[0004] One aspect of this application provides an adaptive dam simulation method, the method comprising the following steps:
[0005] Initialize the FVCOM model;
[0006] Starting from the initial time step, load the dam shape at the current time step, and dynamically update the dam shape according to the construction progress or environmental factors;
[0007] The target variable is numerically calculated using the FVCOM model based on the updated dam morphology to simulate the hydrodynamic process;
[0008] The steps are: increment the time step by 1, return to the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors.
[0009] When the set simulation end time is reached, the target variable at the current time step is output as the final dam simulation result.
[0010] In some embodiments, initializing the FVCOM model includes the following steps:
[0011] The FVCOM model is used to read the grid, terrain, and initial temperature and salinity field, and the target parameters required for the calculation of the FVCOM model are set.
[0012] In some embodiments, loading the dam shape at the current time step includes the following steps:
[0013] The dam shape at the current time step is loaded based on the dam expression;
[0014] The expression for the dam is:
[0015] h(x,y,z)= f(t);
[0016] Where x and y represent the spatial location information of the dam, z represents the dam crest elevation, and t represents the time step of the construction progress.
[0017] In some embodiments, the method further includes the following steps:
[0018] The start and end times of dam construction are added to the dam elevation control file so that the FVCOM model can calculate the dam elevation change time for each grid node.
[0019] The top elevation of the embankment at each time step is determined by utilizing the time of the embankment elevation change; wherein, the embankment morphology includes the embankment elevation.
[0020] In some embodiments, determining the crest elevation of the dike at each time step using the dike elevation change time includes the following steps:
[0021] For existing dikes, the elevation of the existing dikes is determined to be consistent at each of the time steps;
[0022] For an unbuilt dam, the dam elevation is determined to be 0 at the initial time step, the dam elevation at the time step during the construction process is the height corresponding to the dam elevation change time, and the dam elevation at the time of completion is the design height.
[0023] In some embodiments, the step of using the FVCOM model to numerically calculate the target variable based on the updated dam morphology to simulate the hydrodynamic process includes the following steps:
[0024] The FVCOM model is used to numerically calculate the flow field, water level, temperature, and salinity based on the updated dam morphology, using these as target variables to simulate the hydrodynamic process.
[0025] In some embodiments, the method further includes the following steps:
[0026] In the numerical simulation process where the horizontal resolution is greater than a multiple of the dam width, the dam is defined as a line with no width.
[0027] Construct a triangular grid along the embankment; where the embankment above the building is treated as a single control body, and the embankment below the building is treated as two independent control bodies.
[0028] Another aspect of this application embodiment provides an adaptive dam simulation device, the device comprising:
[0029] The initialization unit is used to initialize the FVCOM model;
[0030] The data loading unit is used to load the dam shape at the current time step, starting from the initial time step, and dynamically update the dam shape according to the construction progress or environmental factors.
[0031] The simulation calculation unit is used to perform numerical calculations of target variables based on the updated dam morphology using the FVCOM model in order to simulate the hydrodynamic process;
[0032] An iterative update unit is used to increment the time step by 1, return the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors.
[0033] The final output unit is used to output the target variable at the current time step as the final dam simulation result when the set simulation end time is reached.
[0034] Another aspect of this application embodiment provides an electronic device, including a processor and a memory;
[0035] The memory is used to store programs;
[0036] The processor executes the program to implement any of the methods described above.
[0037] Another aspect of this application provides a computer-readable storage medium storing a program that is executed by a processor to implement the method described in any of the above embodiments.
[0038] This application includes at least the following beneficial effects:
[0039] This application can initialize an FVCOM model; starting from the initial time step, it loads the dam morphology for the current time step and dynamically updates the dam morphology according to construction progress or environmental factors; it uses the FVCOM model to numerically calculate the target variable based on the updated dam morphology to simulate the hydrodynamic process; the time step is incremented by 1, returning to the step of loading the dam morphology for the current time step and dynamically updating the dam morphology according to construction progress or environmental factors; when the set simulation end time is reached, the target variable for the current time step is output as the final dam simulation result. This application dynamically updates the dam morphology according to construction progress or environmental factors, and can adjust the parameters of the dam morphology in real time according to environmental changes, enabling real-time and accurate dam simulation. Attached Figure Description
[0040] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0041] Figure 1 Schematic diagrams of three types of dikes and breakwaters provided in the embodiments of this application;
[0042] Figure 2 A flowchart illustrating an adaptive dam simulation method provided in this application embodiment;
[0043] Figure 3 A schematic diagram of an FVCOM controller provided in an embodiment of this application;
[0044] Figure 4 An example flowchart of an adaptive dam simulation method provided in this application embodiment;
[0045] Figure 5 This is a schematic diagram of the adaptive dam control file provided in an embodiment of this application;
[0046] Figure 6A , Figure 6B , Figure 6C The images show the adaptive dam surface flow field changes on days 0, 4, and 8, respectively, provided in the embodiments of this application.
[0047] Figure 7A , Figure 7B , Figure 7C The images show the adaptive flow field changes at the bottom of the dam on days 0, 4, and 8, respectively, as provided in the embodiments of this application.
[0048] Figure 8A , Figure 8B , Figure 8CThe images show the adaptive surface salinity changes of the dam on days 0, 4, and 8, respectively, provided in the embodiments of this application.
[0049] Figure 9A , Figure 9B , Figure 9C The images show the adaptive dam bottom salinity changes on days 0, 4, and 8, respectively, provided in the embodiments of this application.
[0050] Figure 10 This is a structural block diagram of an adaptive dam simulation device provided in an embodiment of this application. Detailed Implementation
[0051] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the scope of this application.
[0052] Before providing a detailed description of the embodiments of this application, some related technologies involved in the embodiments of this application will be described first, as follows:
[0053] Some oceanographic models, such as FVCOM and Delft3D, ignore the width of breakwaters when considering them, defining them as boundaries for calculation. This technique effectively ensures the conservation of water mass on both sides. Currently, the FVCOM model considers three common breakwater and breakwater types: straight, T-shaped, and cross-shaped (e.g.,...). Figure 1 As shown, from left to right, the grid types are straight line, T-shape, and cross shape (the red solid line represents the embankment, and the black solid line represents the edge of the triangular grid). In the plan view, the first type is a straight line constructed along the edge of the triangle. The second type consists of two lines, with the endpoint of one line connecting to the other. The third type consists of two lines, with one line intersecting the other.
[0054] Vertically, three scenarios are considered based on the relationship between the dike crest elevation and the local water depth. In the first scenario, the top of the dike is always below sea level. In this case, the water column affected by the dike is divided into two layers: the water in the upper layer can move freely, while the water in the lower layer is blocked (the flow into the dike wall is zero). In the model, due to the time-varying sea level, the top of the guide dike or submerged dike may exist in the middle of the topographic following layer. For simplicity, this application defines the dike crest as the upper layer of the topographic following layer when the length of the structure in the middle of the topographic following layer at the dike crest is greater than half the thickness of the topographic following layer, and as the lower layer when the length of the structure in the middle of the topographic following layer at the dike crest is less than half the thickness of the topographic following layer. In the second scenario, the guide dike and submerged dike are always above sea level. This is the simplest case, and the guide dike and submerged dike can be simply considered as solid side boundaries. In the third scenario, the guide dike and submerged dike are sometimes above sea level and sometimes below sea level. For this case, the methods of the first and second scenarios are combined.
[0055] Reference Figure 2 This application provides an adaptive dam simulation method, specifically including the following steps S200~S240:
[0056] S200: Initialize the FVCOM model;
[0057] S210: Starting from the initial time step, load the dam shape at the current time step, and dynamically update the dam shape according to the construction progress or environmental factors.
[0058] S220: Using the FVCOM model to numerically calculate the target variable based on the updated dam morphology, in order to simulate the hydrodynamic process;
[0059] S230: Increment the time step by 1, return to the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors.
[0060] S240: When the set simulation end time is reached, output the target variable at the current time step as the final dam simulation result.
[0061] Optionally, the initialization of the FVCOM model includes the following steps:
[0062] The FVCOM model is used to read the grid, terrain, and initial temperature and salinity field, and the target parameters required for the calculation of the FVCOM model are set.
[0063] Optionally, loading the dam morphology at the current time step includes the following steps:
[0064] The dam shape at the current time step is loaded based on the dam expression;
[0065] The expression for the dam is:
[0066] h(x,y,z)= f(t);
[0067] Where x and y represent the spatial location information of the dam, z represents the dam crest elevation, and t represents the time step of the construction progress.
[0068] Optionally, the method further includes the following steps:
[0069] The start and end times of dam construction are added to the dam elevation control file so that the FVCOM model can calculate the dam elevation change time for each grid node.
[0070] The top elevation of the embankment at each time step is determined by utilizing the time of the embankment elevation change; wherein, the embankment morphology includes the embankment elevation.
[0071] Optionally, determining the crest elevation of the dike at each time step using the dike elevation change time includes the following steps:
[0072] For existing dikes, the elevation of the existing dikes is determined to be consistent at each of the time steps;
[0073] For an unbuilt dam, the dam elevation is determined to be 0 at the initial time step, the dam elevation at the time step during the construction process is the height corresponding to the dam elevation change time, and the dam elevation at the time of completion is the design height.
[0074] Optionally, the step of using the FVCOM model to numerically calculate the target variable based on the updated dam morphology to simulate the hydrodynamic process includes the following steps:
[0075] The FVCOM model is used to numerically calculate the flow field, water level, temperature, and salinity based on the updated dam morphology, using these as target variables to simulate the hydrodynamic process.
[0076] Optionally, the method further includes the following steps:
[0077] In the numerical simulation process where the horizontal resolution is greater than a multiple of the dam width, the dam is defined as a line with no width.
[0078] Construct a triangular grid along the embankment; where the embankment above the building is treated as a single control body, and the embankment below the building is treated as two independent control bodies.
[0079] The following section will provide a detailed introduction and explanation of the solutions in the embodiments of this application, using specific application examples.
[0080] For example, an optional guide or submerged breakwater may have a width of approximately 2-5 meters. For numerical simulations with a horizontal resolution greater than 20-100 meters, these guide or submerged breakwaters can be considered as lines with no width. Under this assumption, this embodiment can construct a triangular mesh along the guide or submerged breakwater, treating the area above the building as a single control volume and the area below the building as two independent control volumes (e.g., ...). Figure 3 As shown, the left side is a schematic diagram of a single control unit, and the right side is a schematic diagram of two independent control units.
[0081] In view of the need for accurate simulation of water movement changes and sediment diffusion during the dam construction period, and to ensure that the simulation results are highly consistent with the actual construction progress, an adaptive submerged dam module has been further developed based on the existing submerged dam module. This module can implement the scheme of the embodiments of this application. This module can flexibly respond to the progress of the project and realize the dynamic adjustment of the submerged dam elevation through synchronous coupling with the construction progress, thereby improving the physical realism and engineering applicability of the simulation.
[0082] During long-term simulations, the adaptive submerged breakwater module features automatic adjustment capabilities. It updates the elevation of breakwaters under construction and those about to be built in real time based on changes in the actual construction period and the project construction plan, accurately reflecting the progress and impacts of each construction phase. Simultaneously, the module ensures that the elevation of completed breakwaters remains constant, accurately reproducing the true engineering state of the completed sections, thus guaranteeing the continuity and accuracy of the simulation. This adaptive adjustment mechanism not only enhances the simulation's adaptability to actual engineering processes but also provides more accurate predictions and analyses of hydrodynamic changes and sediment transport during the construction period, offering a scientific basis for engineering design optimization and construction management.
[0083] The specific location and crest elevation of the submerged dike are both affected by the construction progress, and its dynamic evolution directly determines the changes in the hydrodynamic environment. The dam morphology can be represented by the following mathematical expression:
[0084] h(x,y,z)= f(t);
[0085] Here, x and y represent the spatial location information of the submerged dike, z represents the dike crest elevation, and t represents the time step of construction progress. This functional form shows that the geometric characteristics of the submerged dike evolve over time and are dynamically updated during the simulation. This method ensures that the numerical simulation accurately reflects the impact of the construction process on the surrounding waters, improves the physical reliability of the calculation results, and provides strong support for engineering decision-making, construction planning, and optimization adjustments.
[0086] For example, the flowchart of the adaptive submersible breakwater module in this embodiment is as follows: Figure 4 As shown, the specific steps include:
[0087] Model initialization. The model is first initialized by reading basic data such as the grid, terrain, and initial temperature and salinity field, and setting the target parameters required for calculation to ensure that the model has complete input conditions. At the same time, the initial morphological information of the dam is loaded, including parameters such as the height and length of the dam, to provide basic data for subsequent dynamic adjustments.
[0088] Advance the time step. Starting from the initial time step (t=0), load the dam data at time t, and adjust the dam morphology according to the construction progress or environmental factors, dynamically updating its height and length to simulate the changes in the dam during construction. This step ensures that the model can reflect the evolution of the dam morphology over time, making the calculation more consistent with reality.
[0089] Perform numerical calculations and store the results. Based on the updated dam morphology, execute FVCOM numerical calculations to simulate the hydrodynamic process and calculate target variables such as flow field, water level, temperature, and salinity. After the calculations are completed, store the results at the current time to provide data support for subsequent analysis and visualization.
[0090] As the time step progresses, the model enters the next round of calculation. The time step advances (t=t+1), and the model enters the next time-series calculation cycle, repeatedly loading dam data, updating dam morphology, performing numerical calculations, and storing the results. This ensures that the model dynamically responds to changes in the dam and gradually simulates the entire evolution process.
[0091] Determine if the set simulation end time has been reached. After each time step, the model checks if the current calculation time has reached the set termination time. If not, it returns to step two and continues the loop calculation; if it has, it outputs the final calculation results, including target variables such as hydrodynamics, temperature, and salinity, and terminates the calculation process, completing the entire simulation task and ensuring that the calculation fully covers the target time period and provides reliable analytical data.
[0092] By introducing the adaptive submerged breakwater module in this embodiment, the FVCOM model can dynamically adjust the dam's morphology, enabling the simulation results to more accurately reflect the impact of engineering construction on the surrounding hydrodynamic environment and sediment deposition processes. This mechanism not only enhances the physical realism of the simulation but also provides a reliable scientific basis for engineering design, construction adjustments, and optimization strategies. Simultaneously, this method ensures that the submerged breakwater module in the simulation remains synchronized with the actual project progress, thereby achieving a high degree of coupling and synergy between engineering construction and the numerical model. This enhances the simulation's adaptability to complex hydrodynamic processes and makes the calculation results more valuable for engineering guidance.
[0093] Adaptive control file for dams: By adding the start and end times of dam construction to the dam elevation control file, the model can automatically calculate the dam elevation change time for each grid node, such as... Figure 5 As shown.
[0094] In the implementation of the FVCOM model, areas not yet under construction are initially treated as ordinary seabed, unaffected by the submerged breakwater, to ensure the rationality and physical consistency of the initial simulation. Once construction begins, the model automatically adjusts the breakwater crest elevation proportionally according to the actual construction progress, thus gradually reflecting the formation process of the submerged breakwater. After construction is completed, the breakwater crest elevation is calculated according to the final design height to accurately simulate the impact of the submerged breakwater on local hydrodynamics and topographic changes, making the numerical simulation more closely resemble actual engineering conditions.
[0095] Specifically, in the input file for submersible breakwaters, if a breakwater is an existing project, its initial and final elevations remain consistent to ensure a stable structural state throughout the simulation. For breakwaters not yet under construction, the initial elevation is set to 0, representing that the area was initially just ordinary seabed without a breakwater structure; the final elevation is set to the designed height after completion, ensuring the model accurately reproduces the final form of the breakwater after construction. Through this dynamic adjustment mechanism, the model can accurately simulate the construction process of a breakwater from scratch and capture its gradual impact on seabed topography and hydrodynamic environment.
[0096] The following will describe a more specific implementation method:
[0097] An adaptive dam model was applied to dam simulation in the Hengsha shoal area of the Yangtze River Estuary, effectively reproducing the dynamic impact of the dam on the flow field during construction. As construction progressed, the flow field pattern changed significantly (e.g., Figure 6A , Figure 6B , Figure 6C As shown, the solid red line represents an outflowing breakwater, and the dashed red line represents a submerged breakwater. From day one to day seven, the water flow structure gradually evolves, exhibiting distinct phased characteristics.
[0098] In the initial simulation phase (day 1), the water flow was relatively straight and stable, without significant obstruction. However, as the dam gradually extended and penetrated deeper into the water, the complexity of the flow field increased. Especially when the dam extended to a certain scale, the diversion of the water flow became more pronounced, particularly in the downstream area, where the water flow was significantly blocked, forming different flow separation zones.
[0099] Simulation results for outflowing breakwaters show that surface water flow is blocked and deflected upon contact with the breakwater, especially in the area behind the breakwater where the flow velocity is significantly reduced. In front of the submerged breakwater (upstream), the flow velocity increases and becomes more concentrated due to compression, while a backflow phenomenon occurs behind the breakwater (downstream), indicating that outflowing breakwaters have a strong impact on the local hydrodynamic structure.
[0100] In contrast, submerged dikes have a weaker direct obstruction effect on water flow, but still significantly alter the local hydrodynamic structure. As water flows past a submerged dike, its velocity decreases, and the flow gradually merges and forms eddies before and after the dike. In later simulations (day seven), as the dike lengthened further, larger vortex structures appeared in the water behind it, indicating that even submerged dikes have a significant impact on the flow field, further validating the applicability and effectiveness of the adaptive dike model in dynamic hydrodynamic simulation.
[0101] From the underlying flow field variation diagram (such as...) Figure 7A , Figure 7B , Figure 7C As shown (where the solid red line represents an outflowing island breakwater and the dashed red line represents a submerged submerged breakwater), the obstruction and guidance effect of the dam on the bottom water flow can be clearly observed, and this effect gradually increases as construction progresses. From the second day onwards, the dam gradually interferes with the water flow, causing changes in the bottom water flow structure. When the water flow encounters the dam, the flow direction is split, especially behind the dam (on the right side), where the water flow velocity is significantly reduced, and backflow and local eddies occur.
[0102] As the dam extends further, the complexity of the bottom flow field increases significantly, and the eddy structure gradually develops and expands. Particularly in the region behind the dam, the eddy region expands markedly, indicating that the dam's control over bottom hydrodynamics is enhanced. Under the influence of the dam, the flow is forced to divert, and the bottom flow velocity gradually weakens, especially at the dam's tail, where a distinct backflow zone and eddy zone form. This phenomenon demonstrates that the dam not only alters the surface flow field but also has a profound impact on the bottom hydrodynamic environment, further validating the effectiveness and applicability of the adaptive dam model in dynamic hydrodynamic simulation.
[0103] Changes in salinity at different time points (e.g.) Figure 8A , Figure 8B , Figure 8C As shown in the diagram (where the solid red line represents an outflowing island breakwater and the dashed red line represents a submerged submerged breakwater), it can be seen that the dams have a significant impact on salinity distribution. As the dams form and extend, their alteration of water flow paths gradually becomes apparent, leading to adjustments in the spatial distribution of salinity.
[0104] Upstream (west side) of the dam, low-salinity water can be observed gradually spreading to the right, indicating that the dam obstructs the flow of some freshwater, altering its diffusion path. Downstream (east side), high-salinity water surges in from the bottom, forming a localized high-salinity zone. This phenomenon is mainly attributed to the dam's obstruction of freshwater flow, causing saline water to rise from the bottom to compensate, thus changing the local salinity structure.
[0105] Over time, the dam's regulatory effect on salinity distribution further strengthens, and the salinity gradient and eddy structure gradually stabilize, indicating that the dam's hydrodynamic influence has persistence and control over long-term scales. This phenomenon not only reflects the dam's impact on local water exchange processes but also further illustrates its important role in regulating the nearshore dynamic environment.
[0106] The impact of dams on the salinity distribution of bottom water is also significant, and this impact gradually strengthens over time. The extension of dams begins to regulate salinity distribution (e.g., Figure 9A , Figure 9B , Figure 9C As shown, the solid red line represents the outflow type island dike, and the dashed red line represents the submerged type submerged dike. In the downstream area of the dike (right side), the area of high salinity gradually increases, while in the upstream area of the dike (left side), the salinity decreases, forming a clear local salinity contrast.
[0107] The presence of dams, to some extent, hinders the further upstream expansion of highly saline bodies. However, downstream of the dams, these bodies converge and gradually form localized high-salinity water masses. This process demonstrates that dams not only influence hydrodynamic structures but also play a crucial role in the salinity transport of bottom water.
[0108] During the continuous simulation, the dam significantly altered the distribution pattern of bottom salinity, eventually forming a relatively stable salinity structure. Particularly in the downstream region, the dam's obstructive effect further adjusted the hydrodynamic structure, resulting in a clearly visible vortex structure. This phenomenon further validates the long-term regulatory role of the dam in the water exchange process.
[0109] In summary, current numerical simulation methods often employ static topography when simulating the construction process of dams or submerged dikes. This means that the topographic parameters of the submerged dike (such as crest elevation and length) remain constant throughout the simulation. While this method can assess the impact of the submerged dike on hydrodynamics and sediment transport after construction, it cannot dynamically reflect the morphological evolution during the construction phase, leading to the following limitations:
[0110] 1. Lack of depiction of hydrodynamic changes during construction. Because traditional methods use fixed terrain, they lack the temporal impact of changes in water flow, tides, and sediment transport during dam construction, thus reducing the physical realism of the simulation.
[0111] 2. Inability to accurately predict sediment transport during the construction phase. During construction, the dam's shape constantly changes, affecting local hydrodynamic conditions and consequently influencing sediment deposition and erosion processes. Existing static models cannot account for these transitional effects, leading to simulation results that may deviate significantly from actual conditions.
[0112] Therefore, this embodiment proposes an adaptive dam simulation scheme based on an adaptive submerged dike module to simulate the impact of different construction stages on the hydrodynamic environment and sediment transport during nearshore dam construction. Compared with traditional static dam simulation methods, this embodiment can dynamically adjust the dam elevation during construction, enabling the numerical model to accurately reproduce the gradual evolution of the dam morphology and capture its impact on surrounding hydrodynamics and sediment transport in real time, thereby improving the physical realism and engineering applicability of the simulation.
[0113] By dynamically adjusting the elevation during the construction phase, this embodiment effectively solves the problem that traditional methods struggle to simulate the gradual increase in the hydrodynamic impact of the dam during construction. This ensures that the simulation results more accurately reflect the impact of dam construction on the local hydrodynamic environment, thus providing a more scientific and reliable numerical basis for engineering design, construction scheme optimization, and environmental assessment. This method not only enhances the scientific validity and credibility of the simulation results but also provides more intelligent and refined technical support for actual engineering construction management.
[0114] The key technical points of this embodiment include:
[0115] 1. This embodiment further extends FVCOM by optimizing the dam model into an adaptive dam model. This method overcomes the limitations of traditional static terrain simulation, making the numerical simulation of the dam construction process more accurate, thereby providing scientific support for engineering design optimization, construction management, and environmental assessment.
[0116] 2. This embodiment proposes an adaptive dynamic adjustment method for dikes based on construction progress. By constructing a function h(x, y, z)=f(t), the dike elevation is gradually evolved at different construction stages, so that it gradually increases from the initial ordinary seabed state to the final design elevation, effectively improving the dynamic adaptability and physical realism of the simulation.
[0117] To address the aforementioned problems, this embodiment proposes an adaptive dam simulation method that can dynamically adjust the dam crest elevation and synchronize it with the construction progress, achieving accurate simulation of the dam construction process. The beneficial effects of this embodiment include:
[0118] 1. An adaptive dam model is introduced to achieve dynamic construction simulation. This model allows the dam shape to be adjusted in real time as construction progresses, ensuring that the terrain changes during the simulation process conform to the actual construction process.
[0119] 2. Elevation adjustment mechanism during the construction phase. Unconstructed area: Initial state is set as ordinary seabed, without affecting hydrodynamics; During construction: The dike crest elevation is dynamically adjusted according to the construction ratio, gradually forming a submerged dike; After construction is completed: The dike crest elevation is fixed to the final design value, simulating the long-term impact of the completed structure.
[0120] The adaptive dam simulation method in this embodiment achieves a high degree of coupling between the construction process and the numerical model by dynamically adjusting the dam crest elevation in real time. This overcomes the limitations of traditional static terrain methods and has the following significant advantages:
[0121] 1. Improve simulation accuracy and enhance physical realism. By dynamically adjusting the elevation during the construction phase, the model can more accurately reflect the impact of submerged breakwater construction on the hydrodynamic environment, thereby improving the scientific validity and credibility of the simulation results.
[0122] 2. Optimize sediment transport analysis during construction. Since hydrodynamic conditions change continuously during construction, this method can accurately capture the impact of submerged dike construction on sediment diffusion, deposition, and erosion processes, providing a more reliable simulation basis for sediment transport management.
[0123] In summary, the adaptive submerged dike module of this embodiment effectively compensates for the shortcomings of existing technologies by using dynamic construction simulation, construction progress coupling, and accurate prediction of hydrodynamics and sediment transport. It provides a scientific and efficient solution for engineering optimization design, construction management, and environmental impact assessment, and has important theoretical significance and engineering value.
[0124] Reference Figure 10 This application provides an adaptive dam simulation device, comprising:
[0125] The initialization unit is used to initialize the FVCOM model;
[0126] The data loading unit is used to load the dam shape at the current time step, starting from the initial time step, and dynamically update the dam shape according to the construction progress or environmental factors.
[0127] The simulation calculation unit is used to perform numerical calculations of target variables based on the updated dam morphology using the FVCOM model in order to simulate the hydrodynamic process;
[0128] An iterative update unit is used to increment the time step by 1, return the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors.
[0129] The final output unit is used to output the target variable at the current time step as the final dam simulation result when the set simulation end time is reached.
[0130] It is understood that the content of the above method embodiments is applicable to the present device embodiments. The specific functions implemented by the present device embodiments are the same as those of the above method embodiments, and the beneficial effects achieved are also the same as those achieved by the above method embodiments.
[0131] In some alternative embodiments, the functions / operations mentioned in the block diagrams may not occur in the order shown in the operation diagrams. For example, depending on the functions / operations involved, two consecutively shown blocks may actually be executed substantially simultaneously, or the blocks may sometimes be executed in reverse order. Furthermore, the embodiments presented and described in the flowcharts of this application are provided by way of example to provide a more comprehensive understanding of the technology. The disclosed methods are not limited to the operations and logic flows presented herein. Alternative embodiments are contemplated in which the order of various operations is changed and sub-operations described as part of a larger operation are executed independently.
[0132] Furthermore, although this application is described in the context of functional modules, it should be understood that, unless otherwise stated, one or more of the described functions and / or features may be integrated into a single physical device and / or software module, or one or more functions and / or features may be implemented in a separate physical device or software module. It is also understood that a detailed discussion of the actual implementation of each module is unnecessary for understanding this application. Rather, given the properties, functions, and internal relationships of the various functional modules in the apparatus disclosed herein, the actual implementation of the module will be understood within the scope of conventional technology for an engineer. Therefore, those skilled in the art can implement the application set forth in the claims using ordinary techniques without excessive experimentation. It is also understood that the specific concepts disclosed are merely illustrative and not intended to limit the scope of this application, which is determined by the full scope of the appended claims and their equivalents.
[0133] If the aforementioned functions are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or a portion of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of this application. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.
[0134] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus, or device (such as a computer-based system, a processor-including system, or other system that can fetch and execute instructions from, an instruction execution system, apparatus, or device). For the purposes of this specification, "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transmit programs for use by, or in conjunction with, an instruction execution system, apparatus, or device.
[0135] More specific examples of computer-readable media (a non-exhaustive list) include: electrical connections (electronic devices) having one or more wires, portable computer disk drives (magnetic devices), random access memory (RAM), read-only memory (ROM), erasable and editable read-only memory (EPROM or flash memory), fiber optic devices, and portable optical disc read-only memory (CDROM). Furthermore, computer-readable media can even be paper or other suitable media on which the program can be printed, because the program can be obtained electronically, for example, by optically scanning the paper or other medium, followed by editing, interpreting, or otherwise processing as necessary, and then stored in computer memory.
[0136] It should be understood that various parts of this application can be implemented using hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented using software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.
[0137] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.
[0138] Although embodiments of this application have been shown and described, those skilled in the art will understand that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of this application, the scope of which is defined by the claims and their equivalents.
[0139] The above is a detailed description of the preferred embodiments of this application, but this application is not limited to the embodiments described. Those skilled in the art can make various equivalent modifications or substitutions without departing from the spirit of this application, and these equivalent modifications or substitutions are all included within the scope defined by the claims of this application.
Claims
1. An adaptive dam simulation method, characterized in that, The method includes the following steps: Initialize the FVCOM model; Starting from the initial time step, load the dam shape at the current time step, and dynamically update the dam shape according to the construction progress or environmental factors; The target variable is numerically calculated using the FVCOM model based on the updated dam morphology to simulate the hydrodynamic process; The steps are: increment the time step by 1, return to the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors. When the set simulation end time is reached, the target variable at the current time step is output as the final dam simulation result.
2. The adaptive dam simulation method according to claim 1, characterized in that, The initialization of the FVCOM model includes the following steps: The FVCOM model is used to read the grid, terrain, and initial temperature and salinity field, and the target parameters required for the calculation of the FVCOM model are set.
3. The adaptive dam simulation method according to claim 1, characterized in that, The loading of the dam shape at the current time step includes the following steps: The dam shape at the current time step is loaded based on the dam expression; The expression for the dam is: h(x,y,z)= f(t); Where x and y represent the spatial location information of the dam, z represents the dam crest elevation, and t represents the time step of the construction progress.
4. The adaptive dam simulation method according to claim 1, characterized in that, The method further includes the following steps: The start and end times of dam construction are added to the dam elevation control file so that the FVCOM model can calculate the dam elevation change time for each grid node. The top elevation of the embankment at each time step is determined by utilizing the time of the embankment elevation change; wherein, the embankment morphology includes the embankment elevation.
5. The adaptive dam simulation method according to claim 4, characterized in that, The method of determining the top elevation of the embankment at each time step using the embankment elevation change time includes the following steps: For existing dikes, the elevation of the existing dikes is determined to be consistent at each of the time steps; For an unbuilt dam, the dam elevation is determined to be 0 at the initial time step, the dam elevation at the time step during the construction process is the height corresponding to the dam elevation change time, and the dam elevation at the time of completion is the design height.
6. The adaptive dam simulation method according to claim 1, characterized in that, The step of using the FVCOM model to numerically calculate the target variable based on the updated dam morphology to simulate the hydrodynamic process includes the following steps: The FVCOM model is used to numerically calculate the flow field, water level, temperature, and salinity based on the updated dam morphology, using these as target variables to simulate the hydrodynamic process.
7. An adaptive dam simulation method according to any one of claims 1 to 6, characterized in that, The method further includes the following steps: In the numerical simulation process where the horizontal resolution is greater than a multiple of the dam width, the dam is defined as a line with no width. Construct a triangular grid along the embankment; where the embankment above the building is treated as a single control body, and the embankment below the building is treated as two independent control bodies.
8. An adaptive dam simulation device, characterized in that, The device includes: The initialization unit is used to initialize the FVCOM model; The data loading unit is used to load the dam shape at the current time step, starting from the initial time step, and dynamically update the dam shape according to the construction progress or environmental factors. The simulation calculation unit is used to perform numerical calculations of target variables based on the updated dam morphology using the FVCOM model in order to simulate the hydrodynamic process; An iterative update unit is used to increment the time step by 1, return the dam form at the current time step, and dynamically update the dam form according to the construction progress or environmental factors. The final output unit is used to output the target variable at the current time step as the final dam simulation result when the set simulation end time is reached.
9. An electronic device, characterized in that, The electronic device includes a processor and a memory; The memory is used to store programs; The processor executes the program to implement the method as described in any one of claims 1 to 7.
10. A computer-readable storage medium, characterized in that, The storage medium stores a program that is executed by a processor to implement the method as described in any one of claims 1 to 7.