Open-boundary circulating flow and reconfigurable terrain collaborative maritime work scouring intelligent test system and test method

Abstract

The invention relates to an open boundary circulating flow and reconfigurable terrain collaborative maritime work scouring intelligent test system and test method, a maritime work structure test model is installed at the center position of a main body structure inner cavity test section, and a set area with the maritime work structure test model as the center is used as a main test section; the open-boundary circulating flow generation system realizes back supplement and closed-loop operation of circulating water channels of the left bank and the right bank; a multi-beam three-dimensional terrain scanner is installed on the side portion of the large-span electric measuring bridge system, and sand bed terrain and scour pit three-dimensional shape data are obtained; a three-dimensional acoustic Doppler current meter and a capacitive wave height meter are installed on the track type instrument bridge measuring system, and multi-dimensional dynamic monitoring is conducted on the sand bed terrain and the scouring pit; the multidirectional irregular wave generation system is used for simulating regular waves and irregular waves in an offshore environment. According to the invention, the aspects of structure scale, terrain coupling and measurement and control feedback intelligence are comprehensively upgraded, and a more real and reliable test basis with strong engineering adaptability is provided for research on scouring stability of major ocean engineering.

Description

Technical Field

[0001] This invention relates to an intelligent test system and method for marine scour that coordinates open-boundary circulating flow and reconfigurable topography, belonging to the field of marine engineering scour research technology. Background Technology

[0002] my country's marine engineering construction is showing a leapfrog development trend, moving from nearshore to deep-sea, from single projects to clusters, and from static to intelligent systems. In recent years, a number of representative major nearshore engineering projects, such as the Qingzhou offshore wind farm, the Shenzhen-Zhongshan Bridge, and the Xiamen Third East Channel, have been launched and completed, marking my country's gradual entry into the forefront of deep-sea engineering technology breakthroughs. Against this backdrop, various large-scale nearshore and offshore infrastructure projects, such as anchorage foundations for cross-sea suspension bridges, large offshore wind power booster platforms, clustered fixed-pile offshore photovoltaic systems, deep-water oil and gas drilling platforms, gravity-type bottom-mounted aquaculture cages, and deep-sea marine ranching platforms integrating wind, solar, and fisheries functions, face complex scouring problems under the combined effects of long-term, high-frequency, and strongly coupled waves and currents. These scouring effects directly affect the anti-sliding, anti-overturning, and load-bearing stability of the structural foundations, thereby threatening the service safety and life assessment of the entire engineering system.

[0003] In recent years, marine engineering structure instability events caused by the coupling effect of waves, currents, and sediment scouring have occurred frequently, resulting in direct economic losses exceeding 2 billion yuan annually, with indirect safety, ecological, and resource costs being incalculable. Therefore, there is an urgent need to develop a high-fidelity physical model test system with realistic ocean boundary response capabilities and the ability to reproduce complex wave-current-sediment coupling environments, overcoming the technical bottlenecks in existing hydraulic engineering model tests, such as limited test field scale, severe boundary effect interference, coarse flow field control, and insufficient real-time monitoring capabilities of scouring patterns.

[0004] Currently, physical simulation studies of scour effects and foundation stability in large marine engineering structures mainly employ wave-current flume normal physical model testing methods based on regular or irregular wave loading. These testing systems typically rely on linear wave generation and directional tidal current control under closed boundary conditions, and monitor local scour by laying movable sand layers on the bed. While this approach has yielded some success in early studies of small or mesoscale structures, with the significant increase in the size of engineering structures and the growing demand for high fidelity in physical models, traditional wave-current flume systems are revealing numerous insurmountable technical limitations, particularly exhibiting systematic distortion problems in simulating deep-sea multi-field coupled environments and heterogeneous foundation responses. Current systems face four main key technical bottlenecks when simulating scour processes in real marine environments: 1. The mismatch between the test scale and the flow field response leads to distortion of the scour evolution. Most current physical model tests of marine scour use fixed-scale closed wave flumes as test sites, with a maximum flume width generally not exceeding 5 meters and a flume length limited by laboratory building space. When conducting structural scour tests based on normal model theory (Froude similarity criterion), the structure dimensions must be scaled down geometrically. However, with the increasing size of engineering structures, a severe scale nonlinear mismatch exists between the test system and the prototype structure, directly leading to systematic deviations in the test flow field, bottom boundary layer development, and scour pit evolution.

[0005] Second, the geological conditions are simplified and distorted, ignoring the abrupt erosion changes induced by the layered structure. Real-world marine foundations often exhibit heterogeneous, layered sedimentary structures with distinct multi-layered soil distribution characteristics, such as: overlying silt layer (0.2-1.5 m) - medium-fine sand layer (5-20 m) - interbedded gravel and pebble layers (discontinuous distribution) - weathered or fresh bedrock. This type of multi-medium composite structure exhibits significant differences in shear strength, permeability, and erosion resistance in the vertical direction, which are key factors influencing scour evolution and foundation stability. However, most existing physical models use homogeneous sand beds with a single particle size distribution, neglecting the decisive role of layered structures in the scour process. This not only results in the absence of important dynamic mechanisms of the scour process but also underestimates the impact of extreme scour conditions on structural safety, failing to meet the requirements for high-precision joint simulation of scour evolution and foundation response. There is an urgent need to develop experimental systems that support the reconstruction of layered heterogeneous terrain structures, enabling controllable and visualized reproduction of real geological conditions.

[0006] III. Existing loading methods cannot reproduce the scour asymmetry caused by structural attitude differences under wave-current co-directional loading. The wave-current loads on structural foundations in marine environments exhibit significant unsteadiness and spatial heterogeneity. Especially during extreme events such as typhoons, strong tides, and storm surges, waves and currents often propagate in the same direction. This wave-current collinearity is a major condition inducing foundation scour evolution. However, the asymmetry of scour evolution depends not only on external dynamic characteristics but also closely on the spatial orientation and arrangement angle of the structure within the wave-current direction. For example, different orientations of the structure—transverse or aligned with the wave-current axis, facing or away from the current—significantly alter the flow pattern, near-wall vortex field structure, and bed shear stress distribution, thus affecting the development path and ultimate depth of scour pits. While current traditional testing systems can partially achieve wave-current co-directional loading, the structures are generally fixed in their placement, making it impossible to systematically compare the differences in scour response caused by structural attitude changes under the same dynamic environment.

[0007] IV. The disruption of natural sediment transport replenishment mechanisms in closed-loop flow systems Sediment transport is a crucial mechanism controlling the scouring of marine structures. In actual marine environments, the bottom scouring process is constantly in a dynamic cycle of "erosion-transportation-replenishment." Especially under tidal or wave-current coupled conditions, resuspended sediment carried in the water and sediment transported along the seabed can continuously exchange upstream and downstream of the structure, forming a typical sediment transport flux balance relationship. However, existing physical model systems generally adopt closed-loop water circulation systems, meaning there is no effective sediment supply mechanism upstream and downstream of the structure, which severely undermines the simulability of real sediment dynamic processes.

[0008] Therefore, if the experimental system cannot provide continuous, dynamic, and controllable sediment flux and return paths, it will greatly weaken the naturalness, continuity, and realism of the evolution of scour pits. An open water experimental environment with bidirectional circulating flow, sediment regulation, and real-time topographic mapping feedback should be constructed to fundamentally break the sediment replenishment limitations of closed-flow systems, achieving coupled closed-loop control in the flow-structural disturbance-scour evolution-replenishment process, and improving the predictability and engineering applicability of scour physical simulation. Summary of the Invention

[0009] This invention provides an intelligent test system and method for marine scour that integrates open-boundary circulating flow and reconfigurable topography. It represents a comprehensive upgrade in terms of structural scale, topographic coupling, and intelligent measurement and control feedback, providing a more realistic, reliable, and engineering-adaptable test basis for the study of scour stability in major marine engineering projects.

[0010] The technical solution adopted by this invention to solve its technical problem is: A marine scour intelligent test system that coordinates open-boundary circulating flow and reconfigurable terrain includes a main structure for simulating wave basins. A marine structure test model is installed at the center of the test section inside the main structure. A two-dimensional coordinate system is established with the marine structure test model as the center, the direction parallel to the long side of the main structure is defined as the X-axis, and the direction parallel to the short side of the main structure is defined as the Y-axis. The main test section is defined by the test model of the marine structure, and the test filling area within the main test section is a replaceable terrain simulation area. At the same time, the inner cavity test section located in the positive X-axis direction is defined as the upstream of the test section of the main structure, the inner cavity test section located in the negative X-axis direction is defined as the downstream of the test section, the inner cavity test section located in the positive Y-axis direction is defined as the right bank of the main structure, and the inner cavity test section located in the negative Y-axis direction is defined as the left bank of the main structure. It also includes an open-boundary circulating flow system, which enables stable unidirectional flow from upstream to downstream of the main test section, and realizes replenishment and closed-loop operation of the left and right bank circulating channels; It also includes a topographic bottom infiltration coupling flow system, which realizes water and sediment transport at the bottom of the test section, local infiltration, rapid sediment settling after the test, and clear water discharge; It also includes a dual-axis adjustable terrain configuration system, which enables real-time adjustment of the terrain height, slope, and orientation of the test section; It also includes a large-span electric bridge measurement system, which is erected on the top of the main structure. A multi-beam three-dimensional terrain scanner is installed on the side of the large-span electric bridge measurement system to obtain three-dimensional topographic data of the sand bed topography and scour pit in the test section within the main structure. It also includes a track-mounted instrument bridge system, which is erected above the test section. A three-dimensional acoustic Doppler current meter and a capacitive wave height meter are installed on the track-mounted instrument bridge system to perform multi-dimensional dynamic monitoring of the local scour area, the area around the test model of the marine structure, and the cross-sectional flow field within the test section. It also includes a multi-directional irregular wave generation system, which is installed upstream of the test section in the positive X-axis direction, facing the test model of the marine structure, to simulate regular and irregular waves in the nearshore environment; Furthermore, in the open-boundary circulating current generation system, test area isolation walls are symmetrically installed on both sides of the marine structure test model parallel to the X-axis direction, forming a test section between the two test area isolation walls, with the designated area at the center of the test section being the main test section; in the positive Y-axis direction, a right bank return channel is formed between the main test section and the main structural wall, and in the negative Y-axis direction, a left bank return channel is formed between the main test section and the main structural wall; The test section has openings at both ends. The opening at the upstream end of the test section is the upstream inlet, and the opening at the downstream end is the downstream outlet. An upstream inflow ramp is set between the main test section and the upstream inlet of the test section, and a downstream discharge ramp is set between the test section and the downstream outlet of the test section. The downstream outlet of the test section forms a right bank outlet with the right bank and a left bank outlet with the left bank. At the downstream outlet of the test section, a primary propulsion circulation type A water pump set and a secondary recovery circulation type B water pump set are also installed. The primary propulsion circulation type A water pump set is installed at the end of the downstream outlet of the test section, and the secondary recovery circulation type B water pump set is connected to the primary propulsion circulation type A water pump set in sequence. The outlet end of the secondary recovery circulation type B water pump set extends into the right bank outlet and the left bank outlet respectively. A main water supply pipeline is embedded at the bottom of the test section to supply water to the upstream of the test section; Furthermore, the topographic bottom infiltration coupling flow system is installed in the main structure at the bottom of the test section, including regulating and connecting pipelines, bottom infiltration pipe gallery system, injection and drainage channels, gradually narrowing guide ports and electrically controlled butterfly valves; The bottom-level infiltration pipe gallery system is installed inside the main structure at the bottom of the main test section. It consists of several densely arranged in a grid pattern of infiltration pipes, which are interconnected and converge into a regulating and connecting pipe located in the main structure upstream of the test section. A water injection and drainage channel is set up at the upstream of the test section near the side wall of the main structure, and the regulating and connecting pipe is connected to the water injection and drainage channel. A tapered guide port is opened at the upstream position of the test section near the side wall of the main structure. The water injection and drainage channel is embedded in the tapered guide port, and an electrically controlled butterfly valve is installed at the port of the water injection and drainage channel embedded in the tapered guide port. When the electrically controlled butterfly valve is opened, the main drainage channel discharges water from the main structure through the tapered guide port. Furthermore, a reconfigurable terrain platform base plate is laid at the bottom of the main test section. The reconfigurable terrain platform base plate has a circular structure. The dual-axis adjustable terrain configuration system is set in the main structure at the bottom of the reconfigurable terrain platform base plate, and a space for setting up the bottom layer infiltration pipe gallery system is formed between the dual-axis adjustable terrain configuration system and the reconfigurable terrain platform base plate. The dual-axis adjustable terrain configuration system includes several vertical lifting control groups and several horizontal rotation control groups. A set of vertical lifting control groups is set at each of the four corners of the reconfigurable terrain platform, and a set of horizontal rotation control groups is set at the bottom of the reconfigurable terrain platform in the positive XOY region and the negative XOY region. The vertical lifting control group includes a lifting shaft hydraulic drive arm, a lifting shaft gear guide rail, and a lifting shaft hydraulic meshing gear set. The lifting shaft gear guide rail is vertically installed at each of the four corners of the reconfigurable terrain platform. The drive end of the lifting shaft hydraulic drive arm abuts against the bottom end of the reconfigurable terrain platform. At the same time, the lifting shaft hydraulic drive arm is slidably connected to the lifting shaft gear guide rail through the lifting shaft hydraulic meshing gear set. The horizontal rotation control group includes a rotating shaft hydraulic drive arm, a rotating shaft gear guide rail, and a rotating shaft hydraulic meshing gear set. The driving end of the rotating shaft hydraulic drive arm extends in the tangential direction of the side wall of the reconfigurable terrain platform base plate. The rotating shaft hydraulic drive arm is slidably connected to the rotating shaft gear guide rail through the rotating shaft hydraulic meshing gear set. Furthermore, the large-span electric bridge measuring system includes electric bridge measuring tracks, electric bridge measuring main span structural beams, and electric bridge measuring guardrails. Electric bridge measuring tracks are installed on the sides of the main structure along the X-axis direction. The two ends of the electric bridge measuring main span structural beams are slidably connected in the electric bridge measuring tracks. Electric bridge measuring guardrails are installed on the electric bridge measuring main span structural beams along the Y-axis direction. Furthermore, the track-type instrument bridge system includes a main span beam of the instrument bridge and a transverse track of the instrument bridge. The transverse track of the instrument bridge is installed along the X-axis direction on the isolation sidewall of the test area, and the two ends of the main span beam of the instrument bridge are slidably connected in the transverse track of the instrument bridge. Several three-dimensional acoustic Doppler current meters and several capacitive wave height meters were installed on the beam surface of the main span of the bridge towards the test section. Furthermore, the multi-directional irregular wave generation system includes a linkage serpentine wave generation pusher plate assembly, a wave driving support frame, and a pusher plate guide rail. The pusher plate guide rail is installed upstream of the test section in the positive X-axis direction, parallel to the Y-axis direction. The wave driving support frame is slidably installed inside the pusher plate guide rail. The linkage serpentine acoustic pusher plate assembly is installed on the part of the wave driving support frame facing the test model of the marine structure. The test method of the intelligent marine scour test system that coordinates open-boundary circulating flow and reconfigurable terrain specifically includes the following steps: Step S11: Start the first-stage propulsion circulation type A water pump set, the second-stage recovery circulation type B water pump set, the multi-directional irregular wave generation system, the large-span electric measuring bridge system, and the track-type instrument measuring bridge system to initialize the equipment and perform system self-test; If the self-test fails, re-initialize the device; if the self-test passes, proceed to step S12. Step S12: Water is injected into the inner cavity of the main structure through the injection and drainage channels, and the flow rate is controlled by opening the electrically controlled butterfly valve; using the water surface line as a reference, the water level is simultaneously detected by multi-point liquid level sensors, and the static water level is set to 1.0 times the height of the reference scour surface of the marine structure test model; the cross-sectional water level deviations of the main test section, the left return channel, and the right return channel are recorded in real time. If the cross-sectional water level deviation is greater than the preset value, the injection and drainage are adjusted through the electrically controlled butterfly valve until the equilibrium water level condition is met; wherein, the cross-sectional water level deviation is defined as... The default value is The equilibrium water level condition is met. ; Step S13: Activate the three-dimensional acoustic Doppler current meter, capacitive wave height meter and multibeam three-dimensional terrain scanner to obtain the calibration position of each device and register it with the coordinates. Step S14: Confirm the target operating condition parameters and determine whether the status of the marine scour intelligent test system meets the requirements for entering the test sampling; wherein, the target operating condition parameters include the bed surface velocity. Cross-sectional average velocity Top surface velocity , Significant wave height and spectral peak period ; Step S15: If the equipment electrical and communication feedback is normal, the cross-sectional water level deviation... If the error of the three-dimensional acoustic Doppler current meter is less than 3mm and the vertical accuracy of the multi-beam three-dimensional topographic scanner is less than 3mm, then the marine scour intelligent test system will proceed to step S21. If the requirements are not fully met, then return to step S12 to re-inspect the marine scour intelligent test system or perform manual intervention. Step S21: Start the track-type instrument bridge measurement system. Move the main span beam of the instrument bridge measurement system. Set the sampling frequency and scanning period of the three-dimensional acoustic Doppler current meter and the capacitive wave height meter. Perform profile scanning on the marine structure test model. At each measurement point, the three-dimensional acoustic Doppler current meter and the capacitive wave height meter simultaneously sample to obtain real-time data. Step S22: Construct a three-dimensional velocity field based on the spatiotemporal distribution velocity data in the real-time data obtained in step S21, and calculate the key physical parameters. Step S23: Perform wave characteristic statistics and spectrum analysis based on the waveform data sampled by the capacitive wave height meter in the real-time data obtained in step S21. Step S24: Compare the analysis results from steps S22 and S23 with the real-time data. If the following conditions are met: average flow velocity error < 3%, effective wave height error < 5%, spectral peak period error < 5%, and spectral integral error Δ... E rel If the value is less than 10%, the marine engineering scour intelligent test system will proceed to step S41, which involves scour prediction and key node response measurement. If the value is not fully met, the marine engineering scour intelligent test system will proceed to step S31, which involves nonlinear wave and current control and dynamic adjustment. Step S31: Obtain the target flow rate and pressure loss through error inversion, and establish physical control for the first-stage propulsion circulation type A water pump group and the second-stage recovery circulation type B water pump group in the marine engineering scour intelligent test system. Step S32: The error participates in the control model through the cost function to control the multi-directional irregular wave generation system in the marine engineering scour intelligent test system and optimize the motion trajectory of the linkage snake-shaped wave generation pusher group. Step S33: Distribute the control commands from steps S31 and S32. After the control is completed, collect and evaluate the key indicators again. If all key indicators are qualified, the marine scour intelligent test system proceeds to step S41. If any key indicator is not met, repeat steps S31 and S32. The key error assessment requirements include average flow velocity error < 3%, significant wave height error < 5%, spectral peak period error < 5%, and spectral integral error Δ. E rel < 10%; Step S41: Construct a real-time scour prediction calculation model; Step S42: Based on the prediction curve and scour development rate curve obtained in step S41, determine whether the marine scour intelligent test system has entered the moment of maximum scour depth or the moment of maximum scour width. Step S43: If the judgment condition of step S42 is met, start the large-span electric bridge measurement system and use a multi-beam three-dimensional terrain scanner to perform full-section mapping of the main test section. Step S44: Feed back the fitting error between the acquired full-section mapping data and the real-time scour prediction calculation model to step S41 to optimize the prediction performance of the real-time scour prediction calculation model. Step S51: When the scour depth determined by the real-time scour prediction calculation model tends to stabilize and the topographic change is less than the set threshold, the marine scour intelligent test system stops. Step S52: Restart the large-span electric bridge measurement system and use a multi-beam 3D terrain scanner to perform a full-section scan of the main test section to generate a final-state terrain model. Step S53: Conduct a preliminary evaluation of the experimental results and perform data structuring to generate comparative analysis basis for subsequent learning and training. Furthermore, in step S12, the formula for calculating the cross-sectional water level deviation is as follows:

[0011] In the formula, For the first i Instantaneous water level values ​​at each measuring point To measure the average water level of the section, This represents the total number of measurement points. In step S21, at least 10 equally spaced profile points are arranged on the cross section of the main test section, and the sampling depth of each point is at least 5 layers. The sampling frequency of the three-dimensional acoustic Doppler current meter is set to 20–50 Hz, the sampling frequency of the capacitive wave height meter is set to 10–20 Hz, and the scanning period is 5 min. In step S22, the formula for calculating the three-dimensional velocity vector field is:

[0012] In the formula, u , v , w These represent the components of the flow velocity in the main flow direction (X), the transverse direction (Y), and the vertical direction (Z), respectively. The formula for calculating the local Reynolds number to determine the flow regime is:

[0013] In the formula, ρ For water density, μ For the dynamic viscosity of water, L The characteristic length of the test model or test section of the marine structure; The formula for calculating the bed shear stress used in scour prediction is as follows:

[0014] In the formula, R Let be the hydraulic radius, and R = A / P , A The cross-sectional area for water flow is... P Let S be the wetted perimeter, and S be the energy slope. S = ∆ h / L , ∆h For cross-sectional water level deviation, L This corresponds to the length of the water flow. In step S23, the formula for calculating the significant wave height is as follows:

[0015] In the formula, Waveform data sampled by a capacitive wave height meter; The formula for calculating the average wave period is:

[0016] In the formula, The average wave period, n For the total number of points that cross zero, , These are the times when the wavefront crosses zero between two consecutive intervals; The formula for calculating the fitting error for determining spectral anomalies is as follows:

[0017] In the formula, For the wave high spectrum, The target spectral peak frequency. α This is an empirical coefficient for terrain-structure coupling. It is an exponential function of the peak enhancement factor. For frequency, if This is represented as an abnormal spectrum; In step S24, the formula for calculating the average flow velocity error is as follows: The formula for calculating the effective wave height error is: The formula for calculating the periodic error of the spectral peak is: ; In step S31, the average flow velocity error of the test section is used as the basis. Based on the judgment quantity, the total flow required for inversion is determined. Calculate the actual flow and error ;in, , , , A test For the effective cross-sectional area of ​​water flow, u ( z ( ) represents the vertical height z The instantaneous average flow velocity at that point, b (z () represents the corresponding vertical height z Effective flow width at the location, H Because of the water depth, n For discrete stratification number, For the first i The average flow velocity of the layer, For the first i The effective width difference term corresponding to the layer, For the required total flow, This is the actual measured flow rate; The power of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set are calculated using the pump set head control formula. The speed of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set is adjusted by PLC. n With opening k to satisfy ; The pump head control formula is as follows: , H geo For the return head difference, Δ H loss For head loss, and , The flow velocity in the pipeline of a primary propulsion circulation type A water pump set or a secondary recovery circulation type B water pump set, i.e. , Where L is the coefficient of friction, L is the corresponding water flow length, and D is the pipe diameter of the single-stage propulsion circulation type A water pump set or the two-stage recovery circulation type B water pump set. This is the loss coefficient; The formula for back-calculating pump power is as follows: , For the density of water, It is the acceleration due to gravity. , For volumetric efficiency, For mechanical efficiency; If the backflow between the left bank and right bank channels is asymmetrical, and the velocity difference is |Δ u When |>5%, the secondary recovery circulation type B water pump set is adjusted independently; In step S32, the target spectral peak frequency is maintained based on the effective wave height error and the spectral peak period error. , wave height and directional distribution Stable; Δ is calculated using spectral energy integral deviation. E rel If Δ E rel >10%, initiate spectrum correction, reload the spectrum reconstruction model, and optimize the motion trajectory of the linked serpentine wave-generating pusher group by minimizing the cost function; , , , , All are error weighting coefficients; In step S33, the execution deviation is judged in the feedback loop. If it is >2%, it is automatically compensated. If it exceeds 5% or there are 3 consecutive deviations, the system alarms and prompts manual verification. In step S41, the effective wave height is read in real time. H s Average period T m Spectral peak period T p Average flow velocity Bed surface shear stress τ b and vertical velocity profile u ( z The local maximum scour depth is estimated using a multi-factor prediction model or an Empirical model based on relative velocity and particle size. S max Furthermore, the results were compared with historical experimental datasets and classic research cases, and machine learning algorithms were introduced to perform secondary fitting and optimization of the prediction results. In step S42, based on the predicted curve S max ( t ) and the scouring development rate curve dS / dt Determine whether the maximum scour depth is met. dS / dt →0 and S ( t → S max Or the moment of maximum scour width dW / dt →0 and W ( t → W max The measurement task scheduling system is triggered when any condition is met; the prediction model used is a multi-factor prediction model. Or an Empirical model based on relative flow velocity and particle size. , Where is the erosion coefficient and D is the characteristic scale. For bed shear stress, The critical shear stress, For bed surface velocity; In step S43, when the conditions in step S42 are met, the main span structural beam of the electric bridge measuring system moves laterally along the bridge transverse track, driving the multibeam 3D terrain scanner to map the entire cross section of the main test section. The sampling resolution is set to ≤1mm and the time interval is ≤10s. In step S51, when the scour depth determined by the real-time scour prediction calculation model tends to stabilize, it means... dS / dt →0 and continue t > t th ; In step S52, the final terrain model is generated as follows: Z final ( x , y Its accuracy is ≤1mm.

[0018] By employing the above technical solutions, the present invention has the following beneficial effects compared to the prior art: 1. The intelligent marine scour test system that integrates open-boundary circulating flow and reconfigurable topography provided by this invention constructs a sustainable sediment supply, sediment discharge and natural replenishment mechanism through the open-boundary design of the entire water body and the bidirectional circulating flow system. At the same time, it combines a multi-directional irregular wave system and an intelligent feedback control mechanism to achieve closed-loop control of complex hydrodynamic processes, effectively making up for the technical shortcomings of traditional systems such as distortion of sediment migration mechanism and single wave-current dynamic loading.

[0019] 2. The marine scour intelligent test system that coordinates open-boundary circulating flow and reconfigurable terrain provided by the present invention effectively expands the test space by constructing a large-scale main test section and an open-boundary return channel system, eliminates the interference of sidewall effects on the flow structure, and achieves geometric-dynamic similarity between turbulent structure and scour morphology.

[0020] 3. The marine scour intelligent test system that combines open-boundary circulating flow with reconfigurable terrain provided by this invention constructs a multi-dimensional deployment platform that can be rotated, raised, lowered, and replaced in real time through a dual-axis linkage terrain reconstruction platform. It simulates real complex layered geological structures and controllable terrain boundaries. Under the condition of wave and current in the same direction, it can analyze and capture the response mutation after scour touches different strata interfaces, and realize the physical reproduction of the structure-terrain-flowing sand ternary coupled response.

[0021] 4. The open-boundary circulating flow and reconfigurable terrain-coordinated marine scour intelligent test system provided by the present invention realizes the free arrangement of the coupling sequence of tidal current, wave and wave-current through irregular wave system and intelligent water pump control logic, supports multi-condition wave-current combination test design, and reveals the asymmetry and abrupt change of scour response.

[0022] 5. The marine scour intelligent test system that combines open-boundary circulating flow with reconfigurable terrain provided by this invention can achieve collaborative simulation of multi-level construction of sediment-containing structures and groundwater seepage channels by constructing a terrain-bottom seepage coupling flow system and multi-layer replaceable terrain filling areas. It can also construct a complete water supply and drainage channel by connecting pipelines and water supply and drainage channels to ensure the stability and real response of the scour-seepage-sand discharge process. Attached Figure Description

[0023] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0024] Figure 1 This is a top view of the intelligent marine scour testing system that coordinates open-boundary circulating flow and reconfigurable terrain, provided by the present invention. Figure 2 This is a cross-sectional view of the intelligent marine scour testing system that coordinates open-boundary circulating flow and reconfigurable terrain, provided by the present invention. Figure 3 This is a detailed structural diagram of the test area of ​​the XX section of the intelligent marine scour test system that coordinates open-boundary circulating flow and reconfigurable terrain, provided by the present invention. Figure 4 The present invention provides a marine scour intelligent test system YY section that coordinates open-boundary circulating flow and reconfigurable terrain. Figure 5 This is a schematic diagram of the overall three-dimensional structure of the intelligent marine scour test system that coordinates open-boundary circulating flow and reconfigurable terrain provided by the present invention. Figure 6 This is a flowchart of the experimental method provided by the invention.

[0025] In the diagram: 11 is the first-stage propulsion circulation type A water pump set; 12 is the second-stage recovery circulation type B water pump set; 13 is the left bank outlet (circulation channel); 14 is the right bank outlet (circulation channel); 15 is the main water supply pipeline; 16 is the upstream inlet of the test section; 21 is the regulating and connecting pipeline; 22 is the bottom infiltration pipe gallery system; 23 is the injection and drainage channel; 231 is the tapering guide port; 232 is the electrically controlled butterfly valve; 31 is the test model of the marine structure; 32 is the terrain reconstruction platform; 33 is the horizontal rotation control group; 34 is the replaceable terrain simulation area; 35 is the vertical lifting control group; 331 is the rotating shaft hydraulic drive arm; 332 is the rotating shaft hydraulic meshing gear group; 333 is the rotating shaft gear guide rail; 351 is the lifting shaft hydraulic drive arm; 352 is the lifting shaft hydraulic meshing gear group; 353 is the lifting shaft gear. Guide rail, 354 is the reconfigurable topographic platform base plate, 4 is the large-span electric bridge measuring system, 41 is the bridge lateral movement track, 42 ​​is the main span structural beam of the electric bridge measuring system, 43 is the electric bridge guardrail, 44 is the multi-beam 3D topographic scanner, 5 is the track-type instrument bridge measuring system, 51 is the main span beam of the instrument bridge measuring system, 52 is the 3D acoustic Doppler current meter (ADVP), 53 is the capacitive wave height meter, 54 is the instrument bridge lateral movement track, 61 is the main test section, 62 is the right bank backflow channel, 63 is the left bank backflow channel, 64 is the test area isolation wall, 65 is the gradient porous energy dissipation plate, 66 is the upstream inflow slope of the test section, 67 is the downstream outflow slope of the test section, 7 is the multi-directional irregular wave generation system, 71 is the linked serpentine wave generation pusher plate assembly, 72 is the pusher drive support frame, 73 is the pusher plate guide track, and 8 is the water surface line. Detailed Implementation

[0026] The present invention will now be described in further detail with reference to the accompanying drawings. In the description of this application, it should be understood that the terms "left side," "right side," "upper part," "lower part," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. "First," "second," etc., do not indicate the importance of the components, and therefore should not be construed as a limitation of the present invention. The specific dimensions used in this embodiment are only for illustrating the technical solution and do not limit the scope of protection of the present invention.

[0027] As described in the background section, current research on the scour stability of marine engineering projects generally employs closed wave flumes or regular harbor basin structures to simulate localized scour. While this approach has certain experimental feasibility under specific conditions, with the increasing scale of engineering projects, the complexity of load conditions, and the variability of sediment response mechanisms, existing technologies suffer from several drawbacks: Traditional flumes, due to their limited spatial dimensions (especially width), struggle to meet the ratio requirements of the structure width to the test area width stipulated in the "JTS / T 231-2021 Technical Specification for Water Transport Engineering Testing"; as a result, the model boundary effect is significantly enhanced, leading to near-wall velocity distortion, compromising the authenticity of the flow structure and shear stress field, and consequently systematically underestimating the scour depth; this failure to meet geometric and dynamic similarity conditions severely limits the generalizability and engineering applicability of the test results.

[0028] Traditional experimental systems generally use homogeneous bed sand to simulate seabed topography, ignoring the heterogeneous layered structure of "overlying soft soil – medium sand – weathered bedrock" that is widespread on the actual seabed. This results in the inability to accurately reproduce important physical phenomena such as abrupt changes in interlayer erosion and the exposure of critical structures during scour development. The difference in mechanical response between the model and the prototype caused by this simplification directly affects the judgment of the safety margin of the structure and the study of the disaster triggering mechanism.

[0029] Secondly, most experimental systems only support loading methods with fixed-direction waves or unidirectional water flow, which cannot simulate the actual characteristics of the ocean dynamic environment, such as the continuous changes in wave and current direction and the frequent occurrence of asymmetric loading conditions. This lack of loading dimension makes it impossible to identify key phenomena such as the transition of flow patterns caused by changes in structure orientation and the formation of asymmetric scour pits, thus limiting the ability to model the scour mechanism in its entirety.

[0030] Finally, the disruption of sediment transport mechanisms undermines the continuity of scour evolution. Most existing experimental systems employ closed-loop water circulation structures, lacking a sediment circulation system coupled with processes such as sediment replenishment, resuspension, and retransport. This leads to scour pits reaching a pseudo-equilibrium state prematurely, and fine sediments depositing in stagnant water zones, distorting local bed roughness and hydraulic conditions. This directly disrupts the continuity and dynamism of the natural water and sediment evolution process in the prototype, reducing the accuracy of experimental predictions.

[0031] To address the aforementioned issues, this application provides an intelligent testing system and method for marine scour that integrates open-boundary circulating flow and reconfigurable terrain. Regarding the intelligent testing system for marine scour, as follows... Figures 1-5As shown, the structure includes a main structure for simulating wave-prone harbor basins, with a marine structure test model 31 installed at the center of its inner cavity test section. For ease of explanation, a two-dimensional coordinate system is established with the marine structure test model as the center, the direction parallel to the long side of the main structure defined as the X-axis, and the direction parallel to the short side of the main structure defined as the Y-axis. The designated area centered on the marine structure test model is the main test section 61, and the test filling area within the main test section is the replaceable terrain simulation area 34. Simultaneously, the inner cavity test section located in the positive X-axis direction is defined as the upstream of the main structure's test section, the inner cavity test section located in the negative X-axis direction as the downstream of the test section, the inner cavity test section located in the positive Y-axis direction as the right bank of the main structure, and the inner cavity test section located in the negative Y-axis direction as the left bank of the main structure.

[0032] It also includes an open-boundary circulating current generation system, which achieves stable unidirectional flow from upstream to downstream of the main test section, and enables replenishment and closed-loop operation of the left and right bank circulating channels. This part is the core of the hydrodynamic drive of the entire test system in this application, and the entire spatial layout relies on the central area of ​​the wave basin. By constructing a large-scale main test section and an open-boundary circulating current generation system, the test space is effectively expanded, the interference of the sidewall effect on the flow structure is eliminated, and the geometric dynamic similarity between the turbulent structure and the scouring morphology is achieved. At the same time, combined with the multi-directional irregular wave generation system 7, an irregular wave loading mechanism is formed. The multi-directional irregular wave generation system is installed upstream of the test section in the positive X-axis direction, facing the test model of the marine structure, and is used to simulate regular and irregular waves in the nearshore environment. By simulating the nonlinear superposition of wave and current and other marine dynamic environments, the ability to reproduce wave-current coupling conditions is significantly improved.

[0033] In the open-boundary circulating current generation system, test area isolation walls 64 are symmetrically installed on both sides of the test model of the marine structure, parallel to the X-axis direction. A test section is formed between the two test area isolation walls, and the designated area at the center of the test section is the main test section. The test area isolation walls adopt a solid wall design to physically separate the test section from the return channels on both sides, preventing the transmission of lateral disturbances and sediment migration. Specifically, in the positive Y-axis direction, a right bank return channel 62 is formed between the main test section and the main structural wall, and in the negative Y-axis direction, a left bank return channel 63 is formed between the main test section and the main structural wall. The test section has openings at both ends. The opening at the upstream end of the test section is the upstream inlet, and the opening at the downstream end is the downstream outlet. An upstream inflow ramp 66 is set between the main test section and the upstream inlet, and a downstream outflow ramp 67 is set between the test section and the downstream outlet. The downstream outlet of the test section forms a right bank outlet with the right bank and a left bank outlet with the left bank. Open hydraulic connection ports are only pre-set at the upstream and downstream ends of the test section, so that the main test section and the circulation channels on both sides can form a circulation system that is "sealed at the edges and connected at the beginning and end".

[0034] At the downstream outlet of the test section, a primary propulsion circulation type A pump set and a secondary recovery circulation type B pump set are installed. Their spatial configuration exhibits a clear hierarchy and functional difference. The primary propulsion circulation type A pump set is installed at the end of the downstream outlet of the test section, in the central low-lying area, and is arranged at equal intervals along the longitudinal axis of the harbor basin. Positioned close to the bottom, the primary propulsion circulation type A pump set pumps water from the tail end of the main test section. A main water supply pipeline is embedded at the bottom of the test section, supplying water upstream through the primary propulsion circulation type A pump set. The water ultimately flows out from the upstream inlet of the test section back to the main test section, forming the main flow path. The secondary recovery circulation type B pump sets connect sequentially with the primary propulsion circulation type A pump sets, distributed on both sides of the downstream of the main test section, slightly above the outlet. The outlets of the secondary recovery circulation type B pump sets extend into the right bank outlet and the left bank outlet, respectively serving the left bank return channel 63 and the right bank return channel. After the pump units draw in the tail section water, they transport it to the front section of the return channel through the corresponding left and right bank outlets, achieving lateral hydraulic replenishment of the upstream sides of the main test section. The two types of pump units are arranged in a staggered vertical configuration: the first-stage propulsion circulation type A pump unit is positioned lower and forward, while the second-stage recovery circulation type B pump unit is positioned higher and further back, to reduce mutual interference and improve overall flow regulation efficiency and energy consumption control accuracy. The pump unit drive parameters can be independently or coupledly adjusted through intelligent control algorithms, providing highly responsive hydraulic boundary scheduling capabilities for subsequent multi-condition wave-current joint simulations.

[0035] To ensure stable flow field in the inlet and outlet areas of the pump unit during operation and to avoid uneven disturbances such as wake vortices, swirls, and jets caused by high-intensity pumping, gradually varying porous energy dissipation plates 65 are installed in key areas around the harbor basin. This design ensures the stability of the longitudinal velocity distribution in the cross-sectional direction within the main test section, suppresses boundary effects, and creates an experimental environment with approximately constant velocity, symmetrical flow, and low turbulence intensity. This is beneficial for the accurate reproduction of sediment transport and pit formation processes in large-scale structural scour tests.

[0036] The flow field operation logic of the open-boundary circulating flow generation system is divided into several parts. First, the initial flow supply: at the start of operation, the first-stage propulsion circulating type A water pump unit starts, drawing water from the tail end of the test section through its inlet located at the bottom of the downstream drainage slope of the main test section. This water is then transported to the upstream area of ​​the test section via a bottom-embedded main water supply pipeline located beneath the harbor basin floor. The water is ultimately introduced from the upstream inlet of the test section, smoothly entering the main test water area in a laminar flow state through the upstream inlet slope, forming a reverse flow path from tail to head, thus constructing a closed reverse thrust flow source from downstream to upstream. This strategy ensures stable main thrust flow conditions directly in front of the structural model, a crucial prerequisite for accurate reproduction of the scour test.

[0037] Next comes the main flow propulsion. After the water flows into the main test section, it is propelled by the dynamic pressure of the first-stage propulsion circulating type A water pump unit, slowly advancing from the upstream inflow slope along the longitudinal channel to the downstream discharge slope, forming the main flow path. During this process, the water flows through the replaceable topographic simulation area, exerting a shearing effect on the sand bed region, inducing local bed scouring, deposition, and deformation. Simultaneously, the fluid generates hydrodynamic responses such as flow around the marine structure test model, wake, and near-bottom reverse vortices, which, combined with the wave-generating system, form wave-current coupling, triggering the reconstruction of the hydro-sediment dynamic field under different flow regimes. The flow field in this section is designed to ensure uniform velocity distribution and stable cross-sectional streamlines, adapting to the three-dimensional tracking and scanning requirements of the subsequent bridge measurement system for velocity profiles and scour pit morphology.

[0038] Finally, there is the return flow replenishment. After flowing downstream, the water at the tail end of the main test section naturally splits into the left and right bank return channels on both sides. These channels are then pumped by secondary recycling B-type pump sets positioned slightly rearward on both sides. During operation, the left pump set (located at the bottom of the image) draws water from the tail end of the left bank channel and transports it upstream via the left bank outlet, moving it counter-currently along the left bank return channel. Similarly, the right pump set (located at the top of the image) transports water via the right bank outlet to the front end of the right bank return channel, achieving a reverse supply opposite to the flow direction of the main test section. The two return channels eventually converge with the upstream inflow slope area of ​​the main test section, completing a "lateral replenishment closed loop" for the main pump sets, maintaining overall water level balance and stable circulation flow.

[0039] In summary, the open-boundary circulating flow system, relying on the coordinated operation of pump units and the upstream and downstream open boundary control strategy, constructs a highly stable and controllable closed-loop fluid circulation channel system within the harbor basin. The main test section water is transported from downstream to upstream by a primary propulsion circulation type A pump unit; the water injected upstream flows through the structural model area, generating a scouring effect; the downstream water is diverted through the two side inlets to the left and right bank return channels; the secondary recovery circulation type B pump units drive the water from both sides back to the upstream section, assisting in maintaining the flow rate in the main test section; the upstream and downstream inlets maintain water connectivity, allowing sediment to form a local sediment replenishment cycle along the main / secondary flow paths, supporting a stable sediment source supply. This forms a complete "figure-eight shaped closed-loop water path."

[0040] Continuing with the description of the topographic bottom-permeability coupling flow system provided in this application, this system is a key sub-module of the marine scour intelligent test system provided in this application, used to simulate the surface permeability boundary conditions and realize the functions of water injection and drainage. It includes regulating connecting pipes, a bottom-level permeable pipe gallery system 22, injection and drainage channels 23, a tapering guide port 231, and an electrically controlled butterfly valve 232. The bottom-level permeable pipe gallery system is installed within the main structure at the bottom of the main test section and consists of several densely arranged permeable pipes in a grid pattern. The structure adopts a "dense grid-type horizontal permeable pipe" arrangement, possessing uniform drainage, stable water collection, and bidirectional permeability functions, used to simulate the hydrological and geological characteristics corresponding to the non-scourable layer or micro-permeable rock layer below the sand bed. Several seepage pipes are interconnected and converge into a regulating and connecting pipe 21 located within the main structure upstream of the test section. A water inlet / outlet channel is installed upstream of the test section near the side wall of the main structure, and the regulating and connecting pipe is connected to this channel. A tapering guide port is opened upstream of the test section near the side wall of the main structure, and the water inlet / outlet channel is embedded within this tapering guide port. An electrically controlled butterfly valve is installed at the port of the tapering guide port where the water inlet / outlet channel is embedded. Opening the electrically controlled butterfly valve allows the main drainage channel to discharge water from the main structure through the tapering guide port. The regulating and connecting pipe is connected to the bottom-level infiltration pipe gallery system, serving as a collection network for horizontal seepage. It also connects to the water inlet / outlet channel, providing functions such as water level regulation, system emptying, and sediment settling assistance.

[0041] When the marine scour intelligent testing system needs to simulate partially permeable / semi-permeable bed structures, the water level or pressure boundary in the bottom infiltration pipe gallery system can be controlled by adjusting the flow rate and lower pressure within the connecting pipes. This allows for controllable simulation of various formation infiltration states, such as upward filtration, lateral infiltration, stable head, or negative pressure pumping. If abnormal water level changes occur in the test section due to scour pit development or water-sediment coupling during the test, the test water can be released or replenished through the combination of the bottom infiltration pipe gallery system and the regulating connecting pipes, effectively suppressing the interference of water surface fluctuations on the evolution of the scour pit morphology. After the test, to achieve undisturbed observation of sediment morphology, the injection and drainage channels can be activated. By opening the electrically controlled butterfly valve, the bottom water can be slowly discharged through the system structure, maintaining a stable drop in the water level around the scour pit and preventing sediment collapse or localized edge collapse caused by rapid pumping, thus preserving test accuracy. The bottom drainage process regulates the flow rate through a gradually narrowing guide orifice, and a buffer settling zone is provided before the channel inlet to ensure that only the supernatant is discharged, while the bottom fine particles and flocculent silt remain in place, effectively avoiding secondary pollution and measurement disturbance.

[0042] It also includes a dual-axis adjustable terrain configuration system, which performs multiple functions such as bottom landform restoration, geological profile simulation, and structural model attitude adjustment. The system adopts a modular structure layout and integrates "liftable + rotatable" dual-degree-of-freedom control to achieve real-time adjustment of terrain parameters such as height, slope, and orientation, meeting the simulation needs of various marine geological and hydrodynamic scenarios.

[0043] Figure 1-5 As shown, a reconfigurable terrain platform base plate 354 is laid at the bottom of the main test section. The reconfigurable terrain platform base plate has a circular structure. The dual-axis adjustable terrain configuration system is set in the main structure at the bottom of the reconfigurable terrain platform base plate, and a space for setting up the bottom layer infiltration pipe gallery system is formed between the dual-axis adjustable terrain configuration system and the reconfigurable terrain platform base plate.

[0044] Here, the reconfigurable topographic platform base plate serves as the platform's load-bearing, replaceable topographic simulation area centered on the marine engineering structure test model. The reconfigurable topographic platform base plate boasts high structural rigidity, bearing the overall platform load and moment transfer. It features multiple through-type mechanical slideways and hydraulic pipe interfaces, enabling rapid positioning and replacement of platform components. Simultaneously, a rubber buffer layer is installed between the base plate structure and the harbor basin foundation to absorb micro-vibrations generated during rotation / lifting, preventing interference with surrounding water flow or measurement data. The bottom of the base plate also has pre-drilled holes and interfaces for easy connection to the topographic bottom seepage coupling flow system, achieving a high degree of integration between the dual-axis adjustable topographic configuration system and bottom seepage simulation, injection, and drainage functions.

[0045] The replaceable topographic simulation zone, located at the top of the system and directly exposed to the test water, serves as the core platform for constructing actual topographic profiles and arranging sand bed materials. It is a circular plane capable of accommodating sufficient sand bed area to meet the analytical requirements for scour pit development and boundary stability. The term "replaceable" refers to the fact that the replaceable topographic simulation zone consists of multiple modular, replaceable panels. Each panel can be replaced with different geomorphic filling structures before the experiment, such as: a single-grain-size uniform sand bed panel; a composite layered rock-sand nested structure; a localized protruding obstacle simulating topography; or a multi-level stepped slope. All panels are installed on top of the topographic reconstruction platform 32 and secured to the platform via positioning slots and anti-slip clips to ensure structural stability under water flow disturbance.

[0046] The dual-axis adjustable terrain configuration system, located below the replaceable terrain simulation area, is the core mechanical component enabling terrain lifting and rotation adjustment. It includes several vertical lifting control groups 35 and several horizontal rotation control groups 33. A vertical lifting control group is positioned at each of the four corners of the reconfigurable terrain platform. Each vertical lifting control group includes a lifting shaft hydraulic drive arm 351, a lifting shaft gear guide rail 353, and a lifting shaft hydraulic meshing gear set 352. The lifting shaft gear guide rail is vertically mounted at each of the four corners of the reconfigurable terrain platform. The drive end of the lifting shaft hydraulic drive arm abuts against the bottom of the reconfigurable terrain platform, and the lifting shaft hydraulic drive arm is slidably connected to the lifting shaft gear guide rail via the lifting shaft hydraulic meshing gear set. The entire support platform can precisely lift and lower within a vertical range of 0–40 cm, with an adjustment accuracy of up to 2 mm.

[0047] A horizontal rotation control group is installed at the bottom of the reconfigurable terrain platform in both the positive XOY and negative XOY regions. Each horizontal rotation control group includes a hydraulic drive arm 331, a gear guide rail 333, and a hydraulic meshing gear set 332. The drive end of the hydraulic drive arm extends in the tangential direction of the side wall of the reconfigurable terrain platform's bottom plate. The hydraulic drive arm is slidably connected to the gear guide rail via the hydraulic meshing gear set. The horizontal rotation control group enables the platform to rotate slowly within ±180° around the vertical axis, with smooth movement and no significant swaying.

[0048] Since both lifting and rotation are controlled by independent hydraulic stations, they can be linked together according to a preset program during the test, supporting dynamic disturbance simulation.

[0049] In summary, the dual-axis adjustable terrain configuration system achieves three-dimensional control of the terrain spatial configuration during the experiment through the platform's dual-degree-of-freedom adjustment of "vertical lifting" and "horizontal rotation." Its operation process is as follows: A replaceable terrain simulation area is created by installing matching replaceable terrain panels on the upper part of the platform, based on the actual usage scenario of the research object (such as a large anchorage foundation for a suspension bridge, a bottom-mounted platform, or a photovoltaic pile foundation) and the geological environment to be simulated. Different particle size distributions of geological materials, such as sand beds, fine gravel, artificial rock layers, and clay blocks, are then filled to form the target landform unit. Special terrain features can be simulated by pre-setting module boundaries (such as vertical retaining walls or obstacle blocks) to create local rock barriers or trenches. The marine structure test model is placed on the surface of the replaceable terrain simulation area and locked to the bottom of the terrain panel using built-in connectors or bottom embedding devices to prevent the structure from drifting due to scouring, wave and current disturbances, etc. The control system drives the vertical lifting control group to raise and lower the entire platform to the target working depth, ensuring that the sand bed surface meets the preset scale ratio above the water surface. For example, at a 1:60 scale, the maximum scour depth of the model must have a reserved water head greater than 30cm. The lifting function allows for flexible setting of the "exposed height" of the sand bed, simulating different geological distributions such as shallow thick sand, deep thin sand, and exposed bedrock. For simulating strong scour to the bedrock, the platform can be gradually lowered during the experiment to reduce the sand layer thickness, realistically reproducing the entire scour evolution process. According to the experimental plan, the rotation angle of the horizontal rotation control group is adjusted so that the structural model forms typical deflection angles of 0°, ±15°, and ±30° relative to the main wave direction (from right to left). After the platform elevation and orientation are adjusted, the model works in conjunction with subsystems such as the open-boundary circulating flow system and the topographic bottom infiltration coupling flow system to conduct physical model scour tests, recording response parameters such as sand bed deformation and structural stress.

[0050] The large-span electric measuring bridge system 4 is the core spatial measurement and platform movement unit of the marine engineering scour intelligent test system. It is erected on the top of the main structure. The entire measuring bridge system is arranged vertically in a staggered manner with the dual-axis adjustable terrain configuration system in terms of spatial layout. The height of the bridge body is raised above the marine engineering structure test model to ensure that it does not obstruct or interfere with the structure during operation.

[0051] A multi-beam 3D terrain scanner 44 is installed on the side of the long-span electric bridge measurement system. This scanner has a wide-angle conical beam coverage capability and can acquire multiple scanning section data in the test section simultaneously. It is used to obtain 3D topographic data of the sandbed terrain and scour pits within the main structure of the test section. The long-span electric bridge measurement system includes electric bridge tracks, a main span structural beam, and electric bridge railings 43. Electric bridge tracks are installed along the X-axis on the sides of the main structure, using a double-track symmetrical arrangement. These tracks are laid out along both sides of the harbor basin, with the track base directly anchored to the top edge concrete platform of the harbor basin structure. Each side of the electric bridge tracks is equipped with active and driven wheel supports, connected to the main span structural beam, forming a stable operating foundation for the bridge. The main span structural beam of the electric bridge adopts a lightweight, high-strength aluminum alloy frame structure with a closed box section and an effective span of 15m, sufficient to cover the entire width of the main test section in one go. The main beam section features a reinforcing rib system at its lower part to resist bending moments and vibrations under cantilever spans. Standard guide rail interfaces are installed at the bottom edge of the bridge for the placement and connection of measuring equipment, and are pre-installed with interfaces compatible with high-precision observation instruments such as integrated laser rangefinders, high-definition cameras, and optical positioning systems, accommodating various measurement and control devices. Both ends of the electric bridge measuring track are equipped with servo motor drive groups, which work in conjunction with the electric wheel sets on the main span to achieve precise linear movement of the bridge body along the longitudinal direction. The bridge measuring control system supports both step and continuous modes, enabling point scanning of specific test sections or full-width tracking of the entire section as needed. To ensure personnel safety, electric bridge measuring guardrails are installed along the Y-axis on the main span structural beams for safety protection.

[0052] Before the test, the large-span electric bridge measurement system moves the main span structural beam along the electric bridge track to a predetermined position (such as the center of the structural model, the leading edge of the scour pit, etc.) via the control system, and completes the bridge alignment and initial positioning under the control of the track limit system and position encoder. The positioning accuracy of the bridge is better than ±1 mm. A multi-beam 3D topographic scanner installed on the side of the main span is deployed, and the initialization and calibration of the multi-sensor synchronous measurement plan are completed using a precise displacement coding system. During or after the scour test, the electric drive system of the main span structural beam 42 of the electric bridge is activated, and it slowly slides along the longitudinal direction to achieve point-by-point scanning of the entire test section or multiple sections. The multi-beam topographic scanner emits multiple sound / laser pulses to acquire 3D topographic point cloud data of the bottom sand bed. The large-span electric bridge measurement system can set the scanning frequency (e.g., 1–10 Hz) and the measurement point resolution (millimeter level) to identify dynamic evolution information such as scour pit depth, erosion boundary, and deposition area.

[0053] Finally, it also includes a track-mounted instrument bridge system 5, which is erected above the test section. A three-dimensional acoustic Doppler current meter 52 and a capacitive wave height meter 53 are installed on the track-mounted instrument bridge system. It is mainly used to accurately deploy various types of hydrodynamic measurement sensors and wave observation devices along the transverse direction of the test section to realize multi-dimensional dynamic monitoring of the flow field in local scour areas, around structures and key sections.

[0054] The track-mounted instrument bridge system and the large-span electric bridge system jointly construct a dual-bridge linkage observation platform. As clearly shown in the diagram, the track-mounted instrument bridge system is located at an elevation below the main span structural beam of the electric bridge. It includes the main span beam 51 and the transverse track 54. The transverse track is installed along the X-axis on the isolation wall of the test area. Both ends of the main span beam are slidably connected within the transverse track, allowing the main span beam to slide freely along the transverse direction of the main test section (i.e., perpendicular to the wave direction). Several three-dimensional acoustic Doppler current meters and several capacitive wave height meters are installed on the beam surface of the main span beam facing the test section. The track-mounted instrument bridge system possesses high-strength static load and stable dynamic sliding capabilities, maintaining the measurement point position unchanged during the test and enabling full-scan cross-section measurement.

[0055] Similarly, standardized equipment mounting slots are provided on the main span beam of the instrument measuring bridge, supporting the rapid embedding, replacement, and calibration of various instrument modules. Each mounting position is equipped with: power and signal output interfaces; water-resistant cable sheathing; universal rails and adjustable height adjustment seats. For the three-dimensional acoustic Doppler current meter and capacitive wave height meter, the probe mounting position can be set at any position above or in the water surface to meet various water depth and current velocity measurement requirements. The aforementioned multi-directional irregular wave generation system, installed upstream of the test section in the positive X-axis direction, facing the marine structure test model, is a dedicated dynamic subsystem for constructing multi-scale repeatable three-dimensional wave fields. It is mainly used to simulate wave fields such as regular waves and irregular waves commonly found in actual nearshore environments to study the scouring response and stability of structures under different wave actions. Specifically, the multi-directional irregular wave generation system includes a linked serpentine wave generation pusher plate assembly, a wave-driving support frame, and a pusher plate guide rail 73. The pusher plate guide rail is installed upstream of the test section in the positive X-axis direction, parallel to the Y-axis direction. The wave-driving support frame 72 is slidably installed inside the pusher plate guide rail. The linked serpentine acoustic pusher plate assembly is installed on the part of the wave-driving support frame facing the test model of the marine structure.

[0056] The linked serpentine acoustic pusher assembly is used to generate the target waveform and has multi-degree-of-freedom segmented independent control capabilities. The pusher drive support frame carries the sliding and transmission structure of the pusher and provides a force transmission frame and sensor system mounting platform. The pusher guide rail provides trajectory constraints and sliding damping control for the reciprocating motion of the pusher. Of course, the multi-directional irregular wave generation system also includes a control module, which includes a waveform calculation module, independent control units, wave power distribution regulators, etc.

[0057] To achieve intelligent control and responsive analysis throughout the physical model test of structural scour stability, this system, based on the functional implementation of each subsystem module, further constructs a highly integrated intelligent operation control process. Specifically, it provides a test method based on the aforementioned intelligent marine scour test system that coordinates open-boundary circulating flow and reconfigurable terrain. Figure 6 As shown, the specific steps include: Step S11: Start the first-stage propulsion circulation type A water pump set, the second-stage recovery circulation type B water pump set, the multi-directional irregular wave generation system, the large-span electric measuring bridge system, and the track-type instrument measuring bridge system to initialize the equipment and perform system self-test; If the self-test fails, re-initialize the device; if the self-test passes, proceed to step S12. Step S12: Water is injected into the inner cavity of the main structure through the injection and drainage channels, and the flow rate is controlled by opening the electrically controlled butterfly valve; using the water surface line 8 as a reference, the water level is simultaneously detected by multi-point liquid level sensors, and the static water level is set to 1.0 times the height of the reference scour surface of the marine structure test model; the cross-sectional water level deviations of the main test section, the left return channel, and the right return channel are recorded in real time. If the cross-sectional water level deviation is greater than the preset value, the injection and drainage are adjusted through the electrically controlled butterfly valve until the equilibrium water level condition is met; wherein, the cross-sectional water level deviation is defined as... The default value is The equilibrium water level condition is met. ; This step involves the deviation of the water level at the interrupted surface. The calculation formula is:

[0058] In the formula, For the first i Instantaneous water level values ​​at each measuring point To measure the average water level of the section, This represents the total number of measurement points.

[0059] Step S13: Activate the three-dimensional acoustic Doppler current meter, capacitive wave height meter and multibeam three-dimensional terrain scanner to obtain the calibration position of each device and register it with the coordinates. Step S14: Confirm the target operating condition parameters and determine whether the status of the marine scour intelligent test system meets the requirements for entering the test sampling; wherein, the target operating condition parameters include the bed surface velocity. Cross-sectional average velocity Top surface velocity , Significant wave height and spectral peak period ; Step S15: If the equipment electrical and communication feedback is normal, the cross-sectional water level deviation... If the error of the three-dimensional acoustic Doppler current meter is less than 3mm and the vertical accuracy of the multi-beam three-dimensional topographic scanner is less than 3mm, then the marine scour intelligent test system will proceed to step S21. If the requirements are not fully met, then return to step S12 to re-inspect the marine scour intelligent test system or perform manual intervention. Step S21: Start the track-type instrument bridge measurement system. Move the main span beam of the instrument bridge measurement system. Set the sampling frequency and scanning period of the three-dimensional acoustic Doppler current meter and the capacitive wave height meter. Perform profile scanning on the marine structure test model. At each measurement point, the three-dimensional acoustic Doppler current meter and the capacitive wave height meter sample synchronously to obtain real-time data. This application provides a preferred scheme to improve the accuracy of the test. At least 10 equally spaced profile points are arranged on the cross section of the main test section. The sampling depth of each point is at least 5 layers to ensure clear hydrodynamic distribution on the upper and lower surfaces. The sampling frequency of the three-dimensional acoustic Doppler current meter is set to 20–50 Hz, the sampling frequency of the capacitive wave height meter is set to 10–20 Hz, the scanning cycle is 5 min, and the data is transmitted to the engineering calculation platform in real time.

[0060] Step S22: Construct a three-dimensional velocity field based on the spatiotemporal distribution velocity data in the real-time data obtained in step S21, and calculate the key physical parameters. The calculation and analysis of key physical parameters includes the following parts: The formula for calculating the three-dimensional velocity vector field is:

[0061] In the formula, u , v , w These represent the components of the flow velocity in the main flow direction (X), the transverse direction (Y), and the vertical direction (Z), respectively. The formula for calculating the local Reynolds number to determine the flow regime is:

[0062] In the formula, ρ For water density, μ For the dynamic viscosity of water, LThe characteristic length of the test model or test section of the marine structure; The formula for calculating the bed shear stress used in scour prediction is as follows:

[0063] In the formula, R Let be the hydraulic radius, and R = A / P , A The cross-sectional area for water flow is... P Let S be the wetted perimeter, and S be the energy slope. S = ∆ h / L , ∆h For cross-sectional water level deviation, L This corresponds to the length of the water flow.

[0064] Step S23: Perform wave characteristic statistics and spectrum analysis based on the waveform data sampled by the capacitive wave height meter in the real-time data obtained in step S21. Specifically, the formula for calculating the significant wave height is as follows:

[0065] In the formula, Waveform data sampled by a capacitive wave height meter; The formula for calculating the average wave period is:

[0066] In the formula, The average wave period, n For the total number of points that cross zero, , These are the times when the wavefront crosses zero between two consecutive intervals. The formula for calculating the fitting error for determining spectral anomalies is as follows:

[0067] In the formula, For the wave high spectrum, The target spectral peak frequency. α This is an empirical coefficient for terrain-structure coupling. The exponential function of the peak enhancement factor For frequency, if This is represented as an anomalous spectrum.

[0068] Step S24: Compare the analysis results of steps S22 and S23 with the real-time data. If the average flow velocity error is < 3%, the significant wave height error is < 5%, and the spectral peak period error is < 5%, then the marine scour intelligent test system proceeds to step S41 to perform scour prediction and key node response measurement. If the conditions are not fully met, then the marine scour intelligent test system proceeds to step S31 to perform nonlinear wave-current control and dynamic adjustment, and resamples for verification. The formula for calculating the average flow velocity error is as follows: The formula for calculating the effective wave height error is: The formula for calculating the periodic error of the spectral peak is: .

[0069] Step S31: Obtain the target flow rate and pressure loss through error inversion, and establish physical control for the first-stage propulsion circulation type A water pump group and the second-stage recovery circulation type B water pump group in the marine engineering scour intelligent test system.

[0070] Specifically, first calculate the target flow rate (the total flow rate required for inversion) and the actual flow rate, using the average velocity error of the test section. Based on the judgment quantity, the total flow required for inversion is determined. Calculate the actual flow and error ;in, , , , A test The effective cross-sectional area for water flow (determined by measuring the current water level and topography from the bridge). u ( z ( ) represents the vertical height z The instantaneous average flow velocity at that point, b ( z () represents the corresponding vertical height z Effective flow width at the location, H Because of the water depth, n For discrete stratification number, For the first i The average flow velocity of the layer, For the first i The effective width difference term corresponding to the layer, For the required total flow, This is the actual measured flow rate; like This indicates that the pumping rate needs to be increased. This indicates that the pumping rate needs to be reduced.

[0071] Next, the pump head is back-calculated. The power of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set is back-calculated using the pump set head control formula. The speed of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set is adjusted by PLC. n With opening k to satisfy ; The pump head control formula is as follows: , H geo For the return head difference, Δ H loss For head loss, and , For the flow velocity in the pipeline of a single-stage propulsion circulation type A water pump set or a two-stage recovery circulation type B water pump set, ; Where L is the coefficient of friction, L is the corresponding water flow length, and D is the pipe diameter of the single-stage propulsion circulation type A water pump set or the two-stage recovery circulation type B water pump set. This is the loss coefficient; Finally, the required pump set power is calculated from the required flow rate and head, and the inverse calculation formula is as follows: , For the density of water, It is the acceleration due to gravity. , The overall efficiency of the pump (converted from volumetric, mechanical, and motor efficiencies, etc.) For volumetric efficiency, For mechanical efficiency; The method of acquisition is by The current head loss is calculated and then substituted into the pump head formula to obtain the final head.

[0072] Of course, the PLC adjusts the speed of the primary propulsion circulation type A water pump set and the secondary recovery circulation type B water pump set. n With opening k It can provide a curve at rated speed based on pump characteristics, if the target is set to And must meet Check if a satisfactory point exists on the pump curve; if not, adjust the speed. n .

[0073] If the backflow between the left bank and right bank channels is asymmetrical, and the velocity difference is |Δ u When |>5%, the secondary recovery circulation type B water pump set is adjusted independently.

[0074] Step S32: The error participates in the control model through the cost function to control the multi-directional irregular wave generation system and optimize the motion trajectory of the linkage snake-shaped wave generation pusher group 71. Specifically, based on the effective wave height error and the spectral peak period error, the target spectral peak frequency is maintained. , wave height and directional distribution Stable; Δ is calculated using spectral energy integral deviation. E rel If Δ E rel >10%, initiate spectrum correction, reload the spectrum reconstruction model, and optimize the motion trajectory of the linked serpentine wave-generating pusher group by minimizing the cost function; , , , , All of these are error weighting coefficients.

[0075] Step S33: Distribute the control commands from steps S31 and S32. After control is completed, collect and evaluate the key indicators again. If all key indicators are qualified, the marine scour intelligent test system proceeds to step S41. If any key indicator is not met, and the key indicator error evaluation requirements are set according to step S24 (average flow velocity error < 3%, significant wave height error < 5%, spectral peak period error < 5%, spectral integral error Δ), the system will proceed to step S41. E rel < 10%.

[0076] Of course, when judging execution deviations, if the result cannot be qualified within three rounds, a "system intervention suggestion" will be issued, recommending manual intervention for judgment.

[0077] Step S41: Construct a real-time scour prediction calculation model; After the operating conditions are met, the system reads the effective wave height in real time. H s Average period T m Spectral peak period T p Average flow velocity Bed surface shear stress τ b and vertical velocity profile u ( z The local maximum scour depth is estimated using a multi-factor prediction model or an Empirical model based on relative velocity and particle size. S max Furthermore, the results were compared with historical datasets and classic research cases, and machine learning algorithms were introduced to perform secondary fitting and optimization of the prediction results.

[0078] Step S42, based on the predicted curve obtained in step S41 S max ( t) and the scouring development rate curve dS / dt Determine whether the maximum scour depth is met. dS / dt →0 and S ( t → S max Or the moment of maximum scour width dW / dt →0 and W ( t → W max The measurement task scheduling system is triggered when any condition is met; the prediction model used is a multi-factor prediction model. Or an Empirical model based on relative flow velocity and particle size. , Where is the erosion coefficient and D is the characteristic scale. For bed shear stress, The critical shear stress, The flow rate is the velocity at the bed surface.

[0079] Step S43: When the conditions in step S42 are met, the main span structural beam of the electric bridge measuring system moves laterally along the bridge transverse track 41, driving the multi-beam three-dimensional terrain scanner to map the entire cross section of the main test section. The sampling resolution is set to ≤1mm and the time interval is set to ≤10s.

[0080] Step S44: Feed back the fitting error between the acquired full-section mapping data and the real-time scour prediction calculation model to step S41 to optimize the prediction performance of the real-time scour prediction calculation model. Step S51, when the scour depth determined by the real-time scour prediction calculation model tends to stabilize dS / dt →0 and continue t > t th The marine scour intelligent test system has been shut down. Step S52: Restart the large-span electric bridge measurement system, and use a multi-beam 3D terrain scanner to perform a full-section scan of the main test section to generate a final-state terrain model. Z final ( x , y Its accuracy is ≤1mm; Step S53: Conduct a preliminary evaluation of the test results. The evaluation objects include indicators such as the average scour depth at the bottom of the structure, the maximum scour point, and the backfilling range, and set safe scour limits with the model. S safeThe comparison yields the "critical stability level of the structure." Simultaneously, these data (wave parameters, flow velocity, structural response, and terrain model) are formatted and stored in a database, generating standard database entries for subsequent machine learning training and comparative analysis.

[0081] The intelligent marine scour testing system and method provided in this application, which integrates open-boundary circulating flow and reconfigurable terrain, are complementary. The intelligent marine scour testing system can automatically adjust the operation of the pump group and wave-generating system based on real-time measured wave and current velocity information to accurately reproduce the target design conditions. Simultaneously, by combining terrain change and structural response data, it achieves dynamic identification of the scour development process and triggering of key nodes, thereby significantly improving the accuracy, stability, and repeatability of the test. However, if the intelligent marine scour testing system provided in this application is used alone, the effective wave height error may not be lower than 5% during testing. Therefore, it needs to be combined with the testing method provided in this application. Its intelligent operation control process, through the coupling and linkage of modules such as perception, judgment, feedback, and optimization, achieves full-chain collaborative control of functions such as wave generation, tidal current control, measurement and positioning, terrain scanning, scour prediction, and data-driven learning. Based on the adaptive and iterative adjustments of steps S31-S53, the effective wave height error can be reduced to below 5%. Based on the above experimental methods, the experimental platform can realize high-precision simulation and multi-dimensional response acquisition of the entire process of scouring and development of marine structures under complex wave-current coupling environment.

[0082] Those skilled in the art will understand that, unless otherwise defined, all terms used herein (including technical and scientific terms) have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains. It should also be understood that terms such as those defined in general dictionaries should be understood to have the same meaning as in the context of the prior art, and should not be interpreted in an idealized or overly formal sense unless defined as herein.

[0083] The meaning of "and / or" as used in this application includes situations where each exists alone or both exist simultaneously.

[0084] The term "connection" as used in this application can mean a direct connection between components or an indirect connection between components through other components.

[0085] Based on the above-described preferred embodiments of the present invention, and through the foregoing description, those skilled in the art can make various changes and modifications without departing from the inventive concept. The technical scope of this invention is not limited to the contents of the specification, but must be determined according to the scope of the claims.

Claims

1. A marine scour intelligent testing system that coordinates open-boundary circulating flow with reconfigurable terrain, characterized in that: The system includes the main structure for simulating wave-bearing basins, with a marine structure test model installed at the center of its internal test section. A two-dimensional coordinate system is established with the marine structure test model as the center, the direction parallel to the long side of the main structure as the X-axis, and the direction parallel to the short side of the main structure as the Y-axis. The main test section is defined by the test model of the marine structure, and the test filling area within the main test section is a replaceable terrain simulation area. At the same time, the inner cavity test section located in the positive X-axis direction is defined as the upstream of the test section of the main structure, the inner cavity test section located in the negative X-axis direction is defined as the downstream of the test section, the inner cavity test section located in the positive Y-axis direction is defined as the right bank of the main structure, and the inner cavity test section located in the negative Y-axis direction is defined as the left bank of the main structure. It also includes an open-boundary circulating flow system, which enables stable unidirectional flow from upstream to downstream of the main test section, and realizes replenishment and closed-loop operation of the left and right bank circulating channels; It also includes a topographic bottom infiltration coupling flow system, which realizes water and sediment transport at the bottom of the test section, local infiltration, rapid sediment settling after the test, and clear water discharge; It also includes a dual-axis adjustable terrain configuration system, which enables real-time adjustment of the terrain height, slope, and orientation of the test section; It also includes a large-span electric bridge measurement system, which is erected on the top of the main structure. A multi-beam three-dimensional terrain scanner is installed on the side of the large-span electric bridge measurement system to obtain three-dimensional topographic data of the sand bed topography and scour pit in the test section within the main structure. It also includes a track-mounted instrument bridge system, which is erected above the test section. A three-dimensional acoustic Doppler current meter and a capacitive wave height meter are installed on the track-mounted instrument bridge system to perform multi-dimensional dynamic monitoring of the local scour area, the area around the test model of the marine structure, and the cross-sectional flow field within the test section. It also includes a multi-directional irregular wave generation system, which is installed upstream of the test section in the positive X-axis direction, facing the test model of the marine structure, to simulate regular and irregular waves in the nearshore environment.

2. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 1, characterized in that: In the open-boundary circulating current generation system, test area isolation walls are symmetrically installed on both sides of the test model of the marine structure, parallel to the X-axis direction. A test section is formed between the two test area isolation walls, and the designated area at the center of the test section is the main test section. In the positive Y-axis direction, a right bank return channel is formed between the main test section and the main structural wall, and in the negative Y-axis direction, a left bank return channel is formed between the main test section and the main structural wall. The test section has openings at both ends. The opening at the upstream end of the test section is the upstream inlet, and the opening at the downstream end is the downstream outlet. An upstream inflow ramp is set between the main test section and the upstream inlet of the test section, and a downstream discharge ramp is set between the test section and the downstream outlet of the test section. The downstream outlet of the test section forms a right bank outlet with the right bank and a left bank outlet with the left bank. At the downstream outlet of the test section, a primary propulsion circulation type A water pump set and a secondary recovery circulation type B water pump set are also installed. The primary propulsion circulation type A water pump set is installed at the end of the downstream outlet of the test section, and the secondary recovery circulation type B water pump set is connected to the primary propulsion circulation type A water pump set in sequence. The outlet end of the secondary recovery circulation type B water pump set extends into the right bank outlet and the left bank outlet respectively. A main water supply pipeline is embedded at the bottom of the test section to supply water to the upstream of the test section.

3. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 1, characterized in that: The topographic bottom infiltration coupling flow system is set in the main structure at the bottom of the test section, including regulating and connecting pipelines, bottom infiltration pipe gallery system, injection and drainage channels, gradually narrowing diversion port and electrically controlled butterfly valve; The bottom-level infiltration pipe gallery system is installed inside the main structure at the bottom of the main test section. It consists of several densely arranged in a grid pattern of infiltration pipes, and several infiltration pipes are interconnected and converge into the regulating and connecting pipe located in the main structure upstream of the test section. A water injection and drainage channel is set up at the upstream of the test section near the side wall of the main structure, and the regulating and connecting pipe is connected to the water injection and drainage channel. A tapered guide port is opened at the upstream position of the test section near the side wall of the main structure. The water injection and drainage channel is embedded in the tapered guide port, and an electrically controlled butterfly valve is installed at the port of the water injection and drainage channel embedded in the tapered guide port. When the electrically controlled butterfly valve is opened, the main drainage channel discharges water from the main structure through the tapered guide port.

4. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 3, characterized in that: A reconfigurable terrain platform base plate is laid at the bottom of the main test section. The reconfigurable terrain platform base plate has a circular structure. The dual-axis adjustable terrain configuration system is set in the main structure at the bottom of the reconfigurable terrain platform base plate, and a space for setting up the bottom layer infiltration pipe gallery system is formed between the dual-axis adjustable terrain configuration system and the reconfigurable terrain platform base plate. The dual-axis adjustable terrain configuration system includes several vertical lifting control groups and several horizontal rotation control groups. A set of vertical lifting control groups is set at each of the four corners of the reconfigurable terrain platform, and a set of horizontal rotation control groups is set at the bottom of the reconfigurable terrain platform in the positive XOY region and the negative XOY region. The vertical lifting control group includes a lifting shaft hydraulic drive arm, a lifting shaft gear guide rail, and a lifting shaft hydraulic meshing gear set. The lifting shaft gear guide rail is vertically installed at each of the four corners of the reconfigurable terrain platform. The drive end of the lifting shaft hydraulic drive arm abuts against the bottom end of the reconfigurable terrain platform. At the same time, the lifting shaft hydraulic drive arm is slidably connected to the lifting shaft gear guide rail through the lifting shaft hydraulic meshing gear set. The horizontal rotation control group includes a rotating shaft hydraulic drive arm, a rotating shaft gear guide rail, and a rotating shaft hydraulic meshing gear set. The driving end of the rotating shaft hydraulic drive arm extends in the tangential direction of the side wall of the reconfigurable terrain platform base plate. The rotating shaft hydraulic drive arm is slidably connected to the rotating shaft gear guide rail through the rotating shaft hydraulic meshing gear set.

5. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 1, characterized in that: The large-span electric bridge measuring system includes electric bridge measuring tracks, electric bridge main span structural beams, and electric bridge guardrails. Electric bridge measuring tracks are installed on the sides of the main structure along the X-axis. The two ends of the electric bridge main span structural beams are slidably connected to the electric bridge measuring tracks. Electric bridge guardrails are installed on the electric bridge main span structural beams along the Y-axis.

6. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 1, characterized in that: The track-type instrument bridge system includes the main span beam of the instrument bridge and the transverse track of the instrument bridge. The transverse track of the instrument bridge is installed along the X-axis direction on the isolation sidewall of the test area. The two ends of the main span beam of the instrument bridge are slidably connected in the transverse track of the instrument bridge. Several three-dimensional acoustic Doppler current meters and several capacitive wave height meters were installed on the beam surface of the main span of the bridge, facing the test section.

7. The intelligent marine scour testing system for open-boundary circulating flow and reconfigurable terrain coordination according to claim 1, characterized in that: The multidirectional irregular wave generation system includes a linked serpentine wave-generating pusher plate assembly, a wave-driving support frame, and a pusher plate guide rail. The pusher plate guide rail is installed upstream of the test section in the positive X-axis direction, parallel to the Y-axis direction. The wave-driving support frame is slidably installed inside the pusher plate guide rail. The linked serpentine acoustic pusher plate assembly is installed on the part of the wave-driving support frame facing the test model of the marine structure.

8. The test method of the intelligent marine scour test system co-located with open-boundary circulating flow and reconfigurable terrain according to any one of claims 1-7, characterized in that: Specifically, the following steps are included: Step S11: Start the first-stage propulsion circulation type A water pump set, the second-stage recovery circulation type B water pump set, the multi-directional irregular wave generation system, the large-span electric measuring bridge system, and the track-type instrument measuring bridge system to initialize the equipment and perform system self-test; If the self-test fails, re-initialize the device; if the self-test passes, proceed to step S12. Step S12: Water is injected into the inner cavity of the main structure through the injection and drainage channels, and the flow rate is controlled by opening the electrically controlled butterfly valve; using the water surface line as a reference, the water level is simultaneously detected by multi-point liquid level sensors, and the static water level is set to 1.0 times the height of the reference scour surface of the marine structure test model; the cross-sectional water level deviations of the main test section, the left return channel, and the right return channel are recorded in real time. If the cross-sectional water level deviation is greater than the preset value, the injection and drainage are adjusted through the electrically controlled butterfly valve until the equilibrium water level condition is met; wherein, the cross-sectional water level deviation is defined as... The default value is The equilibrium water level condition is met. ; Step S13: Activate the three-dimensional acoustic Doppler current meter, capacitive wave height meter and multibeam three-dimensional terrain scanner to obtain the calibration position of each device and register it with the coordinates. Step S14: Confirm the target operating condition parameters and determine whether the status of the marine scour intelligent test system meets the requirements for entering the test sampling; wherein, the target operating condition parameters include the bed surface velocity. Cross-sectional average velocity Top surface velocity , Significant wave height and spectral peak period ; Step S15: If the equipment electrical and communication feedback is normal, the cross-sectional water level deviation... If the error of the three-dimensional acoustic Doppler current meter is less than 3mm and the vertical accuracy of the multi-beam three-dimensional topographic scanner is less than 3mm, then the marine scour intelligent test system will proceed to step S21. If the requirements are not fully met, then return to step S12 to re-inspect the marine scour intelligent test system or perform manual intervention. Step S21: Start the track-type instrument bridge measurement system. Move the main span beam of the instrument bridge measurement system. Set the sampling frequency and scanning period of the three-dimensional acoustic Doppler current meter and the capacitive wave height meter. Perform profile scanning on the marine structure test model. At each measurement point, the three-dimensional acoustic Doppler current meter and the capacitive wave height meter sample synchronously to obtain real-time data. Step S22: Construct a three-dimensional velocity field based on the spatiotemporal distribution velocity data in the real-time data obtained in step S21, and calculate the key physical parameters. Step S23: Perform wave characteristic statistics and spectrum analysis based on the waveform data sampled by the capacitive wave height meter in the real-time data obtained in step S21. Step S24: Compare the analysis results from steps S22 and S23 with the real-time data. If the following conditions are met: average flow velocity error < 3%, effective wave height error < 5%, spectral peak period error < 5%, and spectral integral error Δ... E rel If the value is less than 10%, the marine engineering scour intelligent test system will proceed to step S41, which involves scour prediction and key node response measurement. If the value is not fully met, the marine engineering scour intelligent test system will proceed to step S31, which involves nonlinear wave and current control and dynamic adjustment. Step S31: Obtain the target flow rate and pressure loss through error inversion, and establish physical control for the first-stage propulsion circulation type A water pump group and the second-stage recovery circulation type B water pump group in the marine engineering scour intelligent test system. Step S32: The error participates in the control model through the cost function to control the multi-directional irregular wave generation system in the marine engineering scour intelligent test system and optimize the motion trajectory of the linkage snake-shaped wave generation pusher group. Step S33: Distribute the control commands from steps S31 and S32. After the control is completed, collect and evaluate the key indicators again. If all key indicators are qualified, the marine scour intelligent test system proceeds to step S41. If any key indicator is not met, repeat steps S31 and S32. The key error assessment requirements include average flow velocity error < 3%, significant wave height error < 5%, spectral peak period error < 5%, and spectral integral error Δ. E rel < 10%; Step S41: Construct a real-time scour prediction calculation model; Step S42: Based on the prediction curve and scour development rate curve obtained in step S41, determine whether the marine engineering scour intelligent test system has entered the moment of maximum scour depth or the moment of maximum scour width. Step S43: If the judgment condition of step S42 is met, start the large-span electric bridge measurement system and use a multi-beam three-dimensional terrain scanner to perform full-section mapping of the main test section. Step S44: Feed back the fitting error between the acquired full-section mapping data and the real-time scour prediction calculation model to step S41 to optimize the prediction performance of the real-time scour prediction calculation model. Step S51: When the scour depth determined by the real-time scour prediction calculation model tends to stabilize and the topographic change is less than the set threshold, the marine scour intelligent test system stops. Step S52: Restart the large-span electric bridge measurement system and use a multi-beam 3D terrain scanner to perform a full-section scan of the main test section to generate a final-state terrain model. Step S53: Conduct a preliminary evaluation of the experimental results and perform data structuring to generate comparative analysis data for subsequent learning and training.

9. The test method of the intelligent marine scour test system coordinating open-boundary circulating flow and reconfigurable terrain as described in claim 8, characterized in that: In step S12, the formula for calculating the cross-sectional water level deviation is as follows: ； In the formula, For the first i Instantaneous water level values ​​at each measuring point To measure the average water level of the section, This represents the total number of measurement points. In step S21, at least 10 equally spaced profile points are arranged on the cross section of the main test section, and the sampling depth of each point is at least 5 layers. The sampling frequency of the three-dimensional acoustic Doppler current meter is set to 20–50 Hz, the sampling frequency of the capacitive wave height meter is set to 10–20 Hz, and the scanning period is 5 min. In step S22, the formula for calculating the three-dimensional velocity vector field is: ； In the formula, u , v , w These represent the components of the flow velocity in the main flow direction (X), the transverse direction (Y), and the vertical direction (Z), respectively. The formula for calculating the local Reynolds number to determine the flow regime is: ； In the formula, ρ For water density, μ For the dynamic viscosity of water, L The characteristic length of the test model or test section of the marine structure; The formula for calculating the bed shear stress used in scour prediction is as follows: ； In the formula, R Let be the hydraulic radius, and R = A / P , A The cross-sectional area for water flow is... P Let S be the wetted perimeter, and S be the energy slope. S = ∆h / L , ∆h For cross-sectional water level deviation, L This corresponds to the length of the water flow. In step S23, the formula for calculating the significant wave height is as follows: ； In the formula, Waveform data sampled by a capacitive wave height meter; The formula for calculating the average wave period is: ； In the formula, The average wave period, n For the total number of points that cross zero, , These are the times when the wavefront crosses zero between two consecutive intervals. The formula for calculating the fitting error for determining spectral anomalies is as follows: ； In the formula, For the wave high spectrum, The target spectral peak frequency. α This is an empirical coefficient for terrain-structure coupling. Let be an exponential function of the peak enhancement factor, and be the frequency. This is represented as an abnormal spectrum; In step S24, the formula for calculating the average flow velocity error is as follows: , The formula for calculating the effective wave height error is as follows: , The formula for calculating the periodicity error of the spectral peak is as follows: ; In step S31, the average flow velocity error of the test section is used as the basis. Based on the judgment quantity, the total flow required for inversion is determined. Calculate the actual flow and error ; in, ， ， ， A test For the effective cross-sectional area of ​​water flow, u ( z ( ) represents the vertical height z The instantaneous average flow velocity at that point, b ( z () represents the corresponding vertical height z Effective flow width at the location, H Because of the water depth, n For discrete stratification number, For the first i The average flow velocity of the layer, For the first i The effective width difference term corresponding to the layer, For the required total flow, This is the actual measured flow rate; The power of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set are calculated using the pump set head control formula. The speed of the first-stage propulsion circulation type A water pump set and the second-stage recovery circulation type B water pump set is adjusted by PLC. n With opening k to satisfy ; The pump head control formula is as follows: , H geo For the return head difference, Δ H loss For head loss, and , The flow velocity in the pipeline of a primary propulsion circulation type A water pump set or a secondary recovery circulation type B water pump set, i.e. , Where L is the coefficient of friction, L is the corresponding water flow length, and D is the pipe diameter of the single-stage propulsion circulation type A water pump set or the two-stage recovery circulation type B water pump set. This is the loss coefficient; The formula for back-calculating pump power is as follows: , For the density of water, It is the acceleration due to gravity. , For volumetric efficiency, For mechanical efficiency; If the backflow between the left bank and right bank channels is asymmetrical, and the velocity difference is |Δ u When |>5%, the secondary recovery circulation type B water pump set is adjusted independently; In step S32, the target spectral peak frequency is maintained based on the effective wave height error and the spectral peak period error. , wave height and directional distribution Stable; Δ is calculated using spectral energy integral deviation. E rel If Δ E rel >10%, initiate spectrum correction, reload the spectrum reconstruction model, and optimize the motion trajectory of the linked serpentine wave-generating pusher group by minimizing the cost function; ， , , , All are error weighting coefficients; In step S33, the execution deviation is judged in the feedback loop. If it is >2%, it is automatically compensated. If it exceeds 5% or there are 3 consecutive deviations, the system alarms and prompts manual verification. In step S41, the effective wave height is read in real time. H s Average period T m Spectral peak period T p Average flow velocity Bed surface shear stress τ b and vertical velocity profile u ( z The local maximum scour depth is estimated using a multi-factor prediction model or an Empirical model based on relative velocity and particle size. S max Furthermore, the results were compared with historical experimental datasets and classic research cases, and machine learning algorithms were introduced to perform secondary fitting and optimization of the prediction results. In step S42, based on the predicted curve S max ( t ) and the scouring development rate curve dS / dt Determine whether the maximum scour depth is met. dS / dt →0 and S ( t → S max Or the moment of maximum scour width dW / dt →0 and W ( t → W max The measurement task scheduling system is triggered when any condition is met; the prediction model used is a multi-factor prediction model. , Alternatively, an Empirical model based on relative flow velocity and particle size. , Where is the erosion coefficient and D is the characteristic scale. For bed shear stress, The critical shear stress, For bed surface velocity; In step S43, when the conditions in step S42 are met, the main span structural beam of the electric bridge measuring system moves laterally along the bridge transverse track, driving the multibeam 3D terrain scanner to map the entire cross section of the main test section. The sampling resolution is set to ≤1mm and the time interval is ≤10s. In step S51, when the scour depth determined by the real-time scour prediction calculation model tends to stabilize, it means... dS / dt →0 and persists t > t th ; In step S52, the final terrain model is generated as follows: Z final ( x , y Its accuracy is ≤1mm.

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