Method and device for measuring wave overtopping

Abstract

The application discloses a kind of compartmentalization type wave overtopping measurement method and measuring device.The device includes a plurality of cascaded measurement cabin, each measurement cabin is divided into front pool and rear store by the partition with communication hole, wave height instrument is arranged in rear store.The method includes: obtaining the water level data of rear store;Based on the time rate of change of water level data and the preset partition hydraulic transfer function, the instantaneous total amount of water storage of measurement cabin is determined;According to the time rate of change of instantaneous total amount of water storage, the instantaneous wave overtopping flow entering measurement cabin is obtained by inversion;Based on the time distribution characteristics of instantaneous wave overtopping flow, single-wave wave overtopping event is identified and single-wave wave overtopping volume is calculated.The application solves the contradiction between large-capacity trapping and high-precision single-wave trapping by the combination of physical compartmentation and algorithm inversion, and realizes the synchronous measurement of average wave overtopping and single-wave maximum wave overtopping.

Description

Technical Field

[0001] This invention relates to physical model testing technology for seawall engineering, and in particular to a compartmentalized method and device for measuring wave overtopping. Background Technology

[0002] Accurate measurement of the overtopping amount of waves after they have passed over a seawall is beneficial for optimizing the design of coastal protection structures, assessing disaster prevention and mitigation, and studying the stability of hydraulic engineering projects. Overtopping data, especially the quantification of the instantaneous overtopping process of a single wave, can provide physical parameter support for evaluating the impact load on the backwater side of the seawall, designing drainage systems, and conducting wave breaking dynamics analysis.

[0003] Currently, hydraulic physical model tests primarily employ a single-unit water collection tank in conjunction with level sensors or load cells to obtain overrush measurements. When dealing with test conditions involving long durations and large total overrush volumes, large-section water collection containers are typically required to prevent overflow. However, this results in a small water level rise caused by the minute overrush volume in a single wave, which is easily overwhelmed by sensor noise, leading to insufficient accuracy in single-wave measurements. Furthermore, to eliminate interference from water surface fluctuations within the collection tank on water level recording, existing technologies utilize energy dissipation structures such as stilling wells. While these physical buffering mechanisms stabilize the liquid level, they introduce signal lag and time-domain smoothing effects, making it difficult for the measurement system to capture the instantaneous flow changes during overrush.

[0004] In summary, existing wave overshoot measurement methods suffer from a physical conflict between the need for large-capacity capture and the accuracy of high-frequency dynamic response. Therefore, it is necessary to investigate a measurement method and device that can maintain high sensitivity over a wide measurement range and accurately reflect the instantaneous dynamic characteristics of wave overshoot events. Summary of the Invention

[0005] The purpose of this invention is to provide a compartmentalized overflight measurement method and device to solve the existing problems in the prior art.

[0006] The technical solution, in its first aspect, is a compartmentalized method for measuring overtopping, comprising:

[0007] Acquire the water level data of the rear compartment in each cascaded measurement chamber over time.

[0008] Based on the time rate of change of the rear chamber water level data and the hydraulic transfer function of the baffle, the instantaneous total water volume of the measuring chamber is determined.

[0009] The instantaneous overcurrent flow rate entering the measuring chamber is obtained by inverting the rate of change of the instantaneous total water volume over time.

[0010] Identifying single-wave overpass events based on the temporal distribution characteristics of instantaneous overpass flow;

[0011] The single-wave overpass volume is obtained by integrating the instantaneous overpass flow corresponding to the single-wave overpass event.

[0012] In conjunction with the first aspect, the measurement chamber includes a fore pool and a rear compartment, which are connected by a partition with a connecting hole.

[0013] The water level data of the rear chamber is a time series of water levels continuously collected by a wave height meter placed in the rear chamber after the overwater enters the forebay and flows into the rear chamber through the connecting hole.

[0014] In conjunction with the first aspect, the time rate of change of the rear tank water level data is obtained, specifically including:

[0015] A polynomial filter with a preset window width is used to fit the water level data in the rear compartment using a sliding window.

[0016] The first derivative of the fitted polynomial at each sampling time is extracted as the time rate of change of the water level data in the rear compartment.

[0017] The preset window width is configured to be less than the period of the physical wave and greater than the sampling interval of the back chamber water level data.

[0018] Combining the first aspect, based on the time rate of change of the rear compartment water level data and the hydraulic transfer function of the baffle, the instantaneous total water volume in the measuring chamber is determined, including:

[0019] Based on the time change rate of the rear tank water level data, the instantaneous flow rate entering the rear tank through the partition is calculated;

[0020] The instantaneous flow rate is mapped and converted into the dynamic water level difference between the forebay and the aft chamber using the hydraulic transfer function of the baffle plate. The instantaneous water level data of the forebay is then calculated by combining the water level data of the aft chamber.

[0021] The water volume of the forebay is calculated based on the instantaneous water level data and bottom area of ​​the forebay, and the water volume of the rear chamber is calculated based on the water level data and bottom area of ​​the rear chamber.

[0022] The total instantaneous water volume is obtained by summing the water volume in the forebay and the water volume in the rear bay.

[0023] In conjunction with the first aspect, single-wave overtopping events are identified based on the temporal distribution characteristics of the instantaneous overtopping flow. The single-wave overtopping volume is obtained by integrating the instantaneous overtopping flow corresponding to the single-wave overtopping event, including any one or a combination of two of the following:

[0024] If the instantaneous overwave flow rate tends to a smaller threshold value within the time interval between adjacent overwave events, the step characteristics of the rear tank water level data reaching a state of equilibrium are identified as a single wave overwave event. The single wave overwave volume is calculated based on the water level difference before and after the equilibrium state and the total bottom area of ​​the measuring tank.

[0025] In the case of continuous overtopping, if the instantaneous overtopping flow rate is continuously greater than the preset flow rate threshold, the start and end times of the instantaneous overtopping flow rate pulse are extracted as the boundary of the single-wave overtopping event. The instantaneous overtopping flow rate is calculated by time integration within the time interval defined by the start and end times of the pulse to obtain the single-wave overtopping volume.

[0026] In conjunction with the first aspect, the total effective area of ​​the connecting holes set on the partition is pre-configured based on the wave period of the physical model; the configuration specifically includes:

[0027] The time-resolved constraint is that the water accumulated in the pool is discharged into the rear chamber within the wave cycle, which determines the upper limit of the system equivalent time constant of the measurement chamber.

[0028] Based on the upper limit of the system's equivalent time constant, the bottom area of ​​the forebay, and the expected single-wave overtopping water level difference, the lower limit of the total effective area of ​​the connecting holes is calculated, and the diameter and number of connecting holes are configured accordingly.

[0029] In conjunction with the first aspect, when water overflow occurs between the cascaded measurement chambers, the method also includes correcting the calculated overtopping volume for water continuity, specifically including:

[0030] When the water level in the rear compartment exceeds the preset overflow height, the overflow transition section between compartments is identified.

[0031] Based on the weir flow model and the rear compartment water level data in the inter-compartment overflow transition section, the amount of water overflowing from the transition section through the measured compartment overflow outlet is calculated.

[0032] The overflow water volume of the transition section is deducted from the overtopping volume calculated by the current measurement chamber, and the overflow water volume of the transition section is compensated to the initial accumulated water volume of the adjacent next-level measurement chamber to obtain the corrected overtopping volume of each measurement chamber.

[0033] In conjunction with the first aspect, the hydraulic transfer function of the baffle includes a flow coefficient. Before acquiring the water level data of the rear compartment, the method also includes acquiring a pre-calibrated flow coefficient, specifically including:

[0034] Under conditions of no over-wave input, a known volume of calibration water was injected into the forebay of the measurement chamber, and calibration water level data of the aft chamber was collected over time.

[0035] A corresponding numerical prediction model is constructed based on the mass conservation relationship between the forepool and the aft pool;

[0036] Using the flow coefficient as an undetermined parameter, the predicted water level curve output by the numerical prediction model is fitted with the measured calibrated water level data of the rear tank. The parameter value corresponding to the minimum fitting residual is determined as the pre-calibrated flow coefficient.

[0037] Secondly, a compartmentalized overflight measurement device includes:

[0038] Multiple measurement chambers are arranged in a cascaded manner. Each measurement chamber includes a fore pool and a rear compartment. The fore pool and the rear compartment are connected by a partition with a connecting hole.

[0039] Wave height meters are installed in the rear compartment of each measuring chamber to collect water level data in the rear compartment in real time;

[0040] The processor is used to determine the instantaneous total water volume of the measuring chamber based on the time change rate of the rear chamber water level data and the hydraulic transfer function of the baffle, to invert the instantaneous overtopping flow rate based on the time change rate of the instantaneous total water volume, to identify single-wave overtopping events and to calculate the single-wave overtopping volume, and to implement the method described in any of the first aspects.

[0041] In conjunction with the second aspect, the connecting holes on the partition are distributed in the bottom area of ​​the partition;

[0042] The bottom area of ​​the forebay and the bottom area of ​​the aft chamber are pre-matched and set based on the measurement accuracy of the wave height meter, so that the water level change caused by the overwater entering the measurement chamber is within the capture range of the wave height meter.

[0043] Beneficial effect: By calling the dynamic inversion model based on the hydraulic transfer function of the baffle, the stagnant water in the forebay is included in the dynamic water storage calculation of the system, eliminating the signal lag error caused by physical buffering and flow obstruction, and restoring the slowly changing water level signal tuned by the device into a high-frequency instantaneous flow process line that reflects the real wave breaking dynamics. Attached Figure Description

[0044] Figure 1 A flowchart of a compartmentalized overflight measurement method provided in this application embodiment.

[0045] Figure 2 A flowchart illustrating the time rate of change of the water level in the rear storage tank, provided in an embodiment of this application.

[0046] Figure 3 This is a flowchart illustrating how the instantaneous total water volume in the measuring chamber is determined based on the time rate of change of the rear chamber water level data and the hydraulic transfer function of the baffle, as provided in this application embodiment.

[0047] Figure 4 This is a flowchart illustrating the water flow continuity correction for the calculated overtopping volume provided in an embodiment of this application.

[0048] Figure 5 A flowchart for obtaining a pre-calibrated flow coefficient provided in an embodiment of this application. Detailed Implementation

[0049] To enable those skilled in the art to better understand the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present invention.

[0050] It should be noted that the terms "first," "second," etc., in the specification and accompanying drawings of this invention are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that embodiments of the invention described herein can be implemented in sequences other than those illustrated or described herein. Furthermore, the terms "including" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that includes a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0051] The following describes some of the parameters involved in this invention:

[0052] Each cascaded measurement chamber consists of multiple sequentially connected measurement units, and each measurement chamber is structurally divided into a forepool and a rear compartment.

[0053] The rear tank water level data refers to the water level height signal that changes continuously over time and is monitored and collected in real time by the wave height meter.

[0054] The instantaneous total water volume refers to the sum of the water volumes stored in the forebay and aft bays of the measuring chamber at the same moment.

[0055] The diaphragm hydraulic transfer function is used to quantitatively describe the dynamic mapping relationship between the water level in the forebay and the water level in the aft bay inside the measuring chamber. Its important parameter is the diaphragm hydraulic constant.

[0056] The temporal distribution characteristics are characterized by the pulse-like variation of instantaneous overrush flow over time. Each independent flow pulse typically corresponds to a single overrush process.

[0057] The pulse start time is the moment when the instantaneous overflow rate changes from less than the preset flow rate threshold to greater than the preset flow rate threshold.

[0058] The pulse ends when the instantaneous surge flow drops below the preset flow threshold.

[0059] The preset overflow height is the elevation of the bottom edge of the physical overflow port set at the top of the rear compartment of the measurement cabin.

[0060] The inter-cabin overflow transition section is the time interval during which the water level in the rear compartment remains above the preset overflow height.

[0061] The preset weir flow model is used to characterize the hydraulic discharge characteristics when water flows over the physical overflow boundary.

[0062] The overpass volume of each measuring chamber is the sum of the overpass volumes of all single waves captured by that measuring chamber.

[0063] No wave-overflow input condition refers to operation when the wave-generating equipment is turned off and the ambient water is completely still.

[0064] Calibrated water refers to liquid water whose volume has been accurately measured in advance using a graduated cylinder or a high-precision flow meter.

[0065] Numerical prediction models are ordinary differential equations that describe transient hydraulic processes.

[0066] The initial stage refers to the early period of the drainage process.

[0067] In some scenarios, the preset weir flow coefficient can be taken as 18.4 based on the experience of thin-walled weirs in fluid mechanics standards, and the physical width of the overflow outlet can be set to 20cm in combination with the actual cabin size.

[0068] In other scenarios, the smaller threshold and the preset flow threshold can be determined based on the background noise level of the wave height meter under still water conditions, for example, set to 2-3 times the standard deviation of the calculated instantaneous overtopping flow rate under still water conditions. It should be understood that the specific value of this threshold can be adaptively adjusted according to the actual sensor performance and test environment.

[0069] In some other scenarios, the preset flow threshold can be set to a positive constant close to 0 to eliminate residual noise in the system.

[0070] The same applies to other parameters not submitted in this article; they can be adjusted comprehensively according to the actual needs on site.

[0071] To solve the aforementioned problems, combined with Figures 1 to 5 The present invention will be specifically described through the following embodiments.

[0072] This embodiment provides an exemplary scheme for a compartmentalized overflight measurement method, including the following steps:

[0073] Step 101: Obtain the water level data of the rear compartment in each cascaded measurement chamber as it changes over time.

[0074] Accordingly, the water that has crossed the seawall enters the forebay of the first measurement chamber, and after being buffered by energy dissipation, it smoothly enters the aft chamber through the connecting holes at the bottom of the bulkhead. Wave height meters are vertically arranged inside the aft chamber.

[0075] In this system, when the water level in a single measuring chamber reaches a preset overflow height, excess water can automatically flow into the forebay of the next measuring chamber. This tiered capture structure resolves the conflict between volume requirements and measurement accuracy in large-volume wave measurements.

[0076] Step 102: Determine the instantaneous total water volume in the measuring chamber based on the time change rate of the rear chamber water level data and the preset hydraulic transfer function of the baffle.

[0077] Alternatively, under the working condition that the measuring chamber does not overflow, the time change rate of the water level data in the rear chamber is calculated, and the instantaneous total water volume in the measuring chamber is determined based on the time change rate of the water level data in the rear chamber and the preset hydraulic transfer function of the baffle.

[0078] In one embodiment, obtaining the time rate of change of the rear tank water level data specifically includes:

[0079] A polynomial filter with a preset window width is used to fit the water level data in the rear compartment using a sliding window.

[0080] The first derivative of the fitted polynomial at each sampling time is extracted as the time rate of change of the water level data in the rear compartment.

[0081] The preset window width is configured to be less than the period of the physical wave and greater than the sampling interval of the back chamber water level data.

[0082] In other words, obtaining the first derivative of the rear tank water level data with respect to time yields the rate of change of the rear tank water level data over time. Since the forebay and rear tank are connected by a bottom connecting hole, the rise in the rear tank water level depends entirely on the inflow rate through the connecting hole, which is driven by the instantaneous head difference between the two tanks.

[0083] Therefore, the instantaneous water level of the forebay can be deduced by using the rate of change of time and the hydraulic constant of the baffle, which reflects the physical properties of the connecting holes.

[0084] Step 103: Calculate the time change rate of the instantaneous total water volume, and inversely obtain the instantaneous overtopping flow rate entering the measuring chamber based on the time change rate of the instantaneous total water volume.

[0085] According to the principle of mass conservation, the rate of increase of the instantaneous total water volume in the measuring chamber should be equal to the instantaneous flow rate of the external overcurrent water entering the measuring chamber. Differential processing of the instantaneous total water volume time series can suppress signal lag and smoothing effects caused by the forebay buffer and baffle obstruction, thereby reconstructing the original instantaneous overcurrent flow process curve.

[0086] Based on this, the slowly varying water level signal, after being tuned by the physical structure of the device, is restored to a high-frequency flow signal that reflects the actual wave breaking inflow characteristics.

[0087] Step 104: Identify single-wave overpass events based on the temporal distribution characteristics of instantaneous overpass flow;

[0088] In this embodiment, by analyzing the peak position, wave initiation time, and wave extinction time of the instantaneous overtopping flow, the time boundary of each overtopping event can be determined.

[0089] For discrete overtopping conditions, identify the step-like rising sections on the water level curve;

[0090] For dense, continuous wave-crossing conditions, the independent pulse waveforms on the flow process line are identified.

[0091] Step 105: Integrate the instantaneous overtopping flow rate corresponding to the single-wave overtopping event to obtain the single-wave overtopping volume.

[0092] After identifying the time boundary of a single-wave overtopping event, the total water volume generated by the single-wave overtopping event can be obtained by integrating the instantaneous overtopping flow rate over the time axis within that time period. Further summing up the volumes of all single-wave overtopping captured by each measuring chamber throughout the entire test period yields the total overtopping volume.

[0093] In addition, by statistically analyzing the maximum value in the single-wave overtopping volume sequence, the maximum single-wave overtopping volume can be directly obtained, thus providing load parameters for the disaster prevention design of seawall structures.

[0094] Based on this, this embodiment also provides a compartmentalized overflight measurement device for performing the above method. The device includes:

[0095] Multiple measurement chambers are arranged in a cascaded manner. Each measurement chamber is divided into a front pool and a rear compartment by a partition with a bottom connecting hole. A capacitive wave height meter is arranged in the rear compartment.

[0096] The processor connects to the signals of each wave height meter, acquires the water level signals of each rear tank, and then performs flow inversion, event recognition, and volume calculation based on the preset program logic.

[0097] The various measuring chambers of the device are fluidly connected through an overflow port on the top of the rear chamber, forming a multi-stage progressive measuring chain.

[0098] In one possible implementation, it specifically includes:

[0099] The measurement chamber includes a fore pool and a rear compartment, which are connected by a partition with a connecting hole.

[0100] The water level data of the rear chamber is a time series of water levels continuously collected by a wave height meter placed in the rear chamber after the overwater enters the forebay and flows into the rear chamber through the connecting hole.

[0101] Specifically, the forebay is used to directly receive the water that crosses the seawall boundary, playing a preliminary role in energy dissipation and momentum buffering.

[0102] The baffle acts as a separation element, dividing the physical space into an inlet zone and a stable measurement zone;

[0103] The connecting hole acts as a hydraulic damping element, transforming the overrushing water into a unidirectional flow;

[0104] The wave height meter installed in the rear compartment converts the gradual rise in liquid level into a continuous electrical signal, thereby generating rear compartment water level data with a high raw signal-to-noise ratio.

[0105] Optionally, the partition can be made of transparent acrylic sheet or stainless steel to meet the flow field observation needs and long-term corrosion protection needs under different physical model experimental scenarios.

[0106] Furthermore, an overflow port is provided on the top of the rear compartment of the measurement cabin;

[0107] When the water level in the rear chamber reaches the height of the overflow outlet, the water in the rear chamber overflows through the overflow outlet to the forepool of the next adjacent measuring chamber, so as to achieve the step-by-step collection of the overwater in different chambers.

[0108] For example, the overflow height is set slightly below the physical top edge height of the aft compartment. Under continuous large-volume over-wave conditions, the volume of a single measurement chamber has a physical upper limit. When the accumulated water reaches the height of the overflow, the excess water no longer causes the water level in the current measurement chamber to continue to rise, but instead, due to gravity, it overflows the overflow and pours into the forepool of the next-stage measurement chamber.

[0109] Based on this, the design avoids measurement interruptions caused by the limited range of a single water tank, enabling the system to maintain high measurement accuracy in a single tank while having an infinitely expandable total capture range.

[0110] Furthermore, the physical edge of the overflow outlet can be processed into a thin-walled weir structure, so that the water overflow process conforms to the known fluid dynamics weir flow model, reducing theoretical calculation errors in the subsequent water continuity correction process.

[0111] The connecting holes on the partition are located at the bottom of the partition, allowing the water in the forebay to flow smoothly into the rear bay.

[0112] The bottom area of ​​the forebay and the bottom area of ​​the aft chamber are pre-matched and set based on the measurement accuracy of the wave height meter, so that the water level change caused by the overflowing water entering the measurement chamber is within the effective capture range of the wave height meter.

[0113] Correspondingly, by concentrating all the connecting holes in the physical area near the bottom of the partition, the path of the surface waves generated by the drop of the water surface in the forebay directly transmitted to the rear chamber can be cut off, so that the water flowing into the rear chamber presents a laminar flow pattern.

[0114] Furthermore, the sum of the bottom areas of the forebay and the aft bay determines the overall volume ratio of a single measurement chamber. If the sum of the bottom areas is too large, the water level rise caused by a single wave of water of the same volume will be extremely weak, easily resulting in data truncation below the resolution limit of the wave height meter; conversely, if the sum of the bottom areas is too small, overflow is likely to occur under strong wave conditions.

[0115] As an example, the effective capture resolution of the preset wave height meter can be set to 0.1mm.

[0116] In some embodiments, the wave height meter is specifically a capacitive wave height meter;

[0117] The capacitive wave height meter is vertically installed inside the rear compartment to collect high-frequency real-time water level data from the rear compartment and transmit it to the processor. It measures the liquid level height by utilizing the linear change in capacitance caused by changes in water level.

[0118] Accordingly, by installing the capacitive wave height meter strictly vertically at the geometric center of the rear compartment, geometric projection errors caused by physical model swaying or slight liquid surface tilt can be suppressed.

[0119] Optionally, high-frequency real-time acquisition requires a sampling frequency greater than 20 times the wave fundamental frequency. For example, setting the sampling frequency to 50Hz can record the high-frequency dynamic rise characteristics of the instantaneous liquid level without distortion.

[0120] In another embodiment, a resistive level gauge or an ultrasonic level gauge can also be used. However, the readings of a resistive level gauge are susceptible to interference from fluctuations in the conductivity of the water, and ultrasonic level gauges have a near-field measurement blind zone. Therefore, a capacitive level gauge exhibits superior overall hardware stability in the confined, enclosed environment of this system.

[0121] In a further embodiment, the polynomial filter is a smoothed derivative filter based on the least squares criterion;

[0122] The preset window width is configured to be between 1 / 7 and 1 / 4 of the target physical wave period, which suppresses high-frequency noise in water level measurement while preserving the temporal resolution of single-wave overtopping events.

[0123] After the water level data in the rear storage tank is acquired by hardware, high-frequency white noise will be mixed into the discrete sequence due to physical disturbances and circuit characteristics. Directly performing a first-order difference operation on the discrete sequence containing noise will cause the high-frequency noise to be amplified sharply, obscuring the trend of flow change.

[0124] Optionally, a Savitzky-Golay filter is used as a polynomial filter, and several continuous discrete sampling points are framed with a preset window width. Within this window, a locally better 3rd or 4th order polynomial curve is fitted based on the least squares criterion.

[0125] The analytical derivative of the fitted polynomial at the central sampling point is the rate of change of the back tank water level data after smoothing at that moment.

[0126] For example, the window width is set based on balancing noise reduction depth and signal fidelity. If the window width is greater than 1 / 4 of the target physical wave period, the filter will produce an oversmoothing phenomenon, causing multiple densely occurring single-wave overtopping events to be merged into long-period wave peaks on the time axis;

[0127] If the window width is less than 1 / 7 of the target physical wave period, the number of discrete points participating in the fitting in a single iteration is too small to meet the statistical requirements for suppressing high-frequency noise.

[0128] For example, when the target physical wave period after scaling is 1.5 seconds, the preset window width can be configured to be between 0.2 and 0.4 seconds.

[0129] In one possible implementation, the instantaneous overcurrent flow inversion algorithm is further described to solve the signal distortion problem caused by the forebay buffer and baffle obstruction in physical model experiments.

[0130] Optionally, based on the time rate of change of the rear chamber water level data and the preset hydraulic transfer function of the baffle, the instantaneous total water volume of the measuring chamber is determined, including the following steps:

[0131] Based on the time change rate of the rear compartment water level data and the bottom area of ​​the rear compartment in the measuring chamber, the instantaneous flow rate entering the rear compartment through the partition is calculated.

[0132] The instantaneous flow rate is mapped and converted into the dynamic water level difference between the forebay and the rear chamber using the hydraulic transfer function of the baffle plate. The instantaneous water level data of the forebay is then calculated by combining the water level data of the rear chamber.

[0133] The water volume of the forebay is calculated based on the instantaneous water level data and bottom area of ​​the forebay, and the water volume of the rear chamber is calculated based on the water level data and bottom area of ​​the rear chamber.

[0134] The total instantaneous water volume is obtained by summing the water volume in the forebay and the water volume in the rear bay.

[0135] As described above, the measuring chamber is an open system, and its total internal water volume consists of two parts: the water volume in the forebay and the water volume in the aft chamber. During overtopping, a dynamic head difference exists between the water levels in the forebay and aft chamber, which drives water through the connecting orifice. The diaphragm hydraulic transfer function describes the proportional relationship between the flow rate through the connecting orifice and the square root of the water level difference.

[0136] According to the mass conservation equation for the rear chamber, the flow rate entering the rear chamber is equal to the product of the bottom area of ​​the rear chamber and the rate of change of the water level in the rear chamber over time. Based on the orifice outflow theory, this flow rate is also proportional to the square root of the water level difference between the forebay and the rear chamber. By combining the above relationships, the water level in the forebay can be expressed as a function of the water level in the rear chamber and its rate of change.

[0137] In this step, the determined instantaneous total water volume can be expressed as:

[0138] V _sys =(A _f +A _r )×h _r +A _f ×K×(dh _r / dt) 2 ;

[0139] Among them, V _sys A represents the instantaneous total water volume; _f A is the bottom area of ​​the forebay; _r h is the bottom area of ​​the rear compartment. _r This refers to the water level data of the rear compartment measured by a wave height meter; dh _r / dt represents the time rate of change of the water level in the rear compartment; K is the pre-calibrated hydraulic constant of the baffle.

[0140] The physical definition of the hydraulic constant K of the baffle is as follows:

[0141] K=(A _r ) 2 / (2×g×n 2 ×(C _d ) 2 ×(a _0 ) 2 );

[0142] Where g is the acceleration due to gravity; n is the number of connecting holes; C _d The flow coefficient of the connecting orifice is obtained through pre-calibration; a _0 This represents the cross-sectional area of ​​a single connected hole.

[0143] Because the forebay has a certain bottom area, when a large flow of water is introduced instantaneously, the water level in the forebay will rise rapidly and exceed the water level in the rear chamber, forming a temporarily stagnant body of water in the forebay. If only the water level in the rear chamber is considered, the stagnant water volume will be overlooked.

[0144] In one example, let A... _f =500, A _r =1000, K=10. At sampling time t, the measured h _r =10.0, dh is calculated _r / dt=0.5.

[0145] Calculate the dynamic water level difference ∆h between the forebay and the aft chamber: ∆h = K × (dh) _r / dt) 2 =10×(0.5) 2 =2.5;

[0146] Calculate the instantaneous water level h in the forebay _f =h _r +∆h=10.0+2.5=12.5;

[0147] Calculate the total water storage capacity V of the system _sys =A _f ×h _f +A _r ×h _r =500×12.5+1000×10.0=16250.

[0148] If the method of this invention is not used, the water volume calculated based solely on the water level in the rear compartment is 15,000, which has a large error.

[0149] Optionally, the instantaneous total water volume corresponding to multiple consecutive sampling times can be extracted to construct a time series of total water volume;

[0150] Instead of performing analytical second-order derivatives on the back-bay water level data, we directly calculate the central difference of the total water volume at adjacent time points in the total water volume time series.

[0151] The result of the numerical center difference calculation is used as the instantaneous overrush flow corresponding to the current moment, thus suppressing the high-frequency noise caused by calculus calculation.

[0152] Correspondingly, the instantaneous overrush flow rate is related to the second derivative of the rear tank water level. However, the water level data collected in the experiment contains random measurement noise, and taking the second derivative of the noisy signal will cause a noise amplification effect, resulting in violent oscillations in the flow rate curve.

[0153] In this embodiment, numerical central difference can be used instead of analytical differentiation. For example, the calculation logic of numerical central difference is as follows:

[0154] q _ot_k =(V _sys_k +1-V _sys_k-1 ) / (2×∆t);

[0155] Where, q _ot_kV represents the instantaneous overrush flow at the k-th sampling time. _sys_k +1 represents the instantaneous water volume at time k+1; V _sys_k-1 Δt represents the instantaneous water volume at time k-1; Δt represents the sampling time interval.

[0156] In some implementations, if the signal-to-noise ratio of the test environment is extremely high, the flow rate can be obtained directly by analytically differentiating the formula for the instantaneous total water volume. However, in the physical model test of the wave tank, the numerical difference method in this step is a better option, as it can ensure measurement stability under various wave conditions.

[0157] On the other hand, the specific implementation method for identifying single-wave overpass events and calculating single-wave overpass volume is described, which can be carried out using steps 401-402:

[0158] In some scenarios, it is not necessary to pre-specify the operating condition type; instead, the judgment mode is adaptively selected based on the real-time performance of the calculated instantaneous overcurrent flow.

[0159] When it is detected that the instantaneous overwave flow repeatedly falls below a preset smaller threshold value within multiple consecutive wave cycles, the step recognition logic is automatically adopted.

[0160] When it is detected that the instantaneous overcurrent flow rate remains above the preset flow threshold for multiple consecutive wave cycles, the system automatically switches to pulse separation logic.

[0161] Step 401: If the instantaneous overtopping flow rate tends to a preset smaller threshold value within the time interval between adjacent overtopping events, the step characteristics of the rear tank water level data reaching a state of equilibrium are identified as a single wave overtopping event. The single wave overtopping volume is calculated based on the water level difference before and after the equilibrium state and the total bottom area of ​​the measuring tank.

[0162] Alternatively, if the instantaneous overtopping flow rate is lower than a preset minimum threshold and the duration exceeds a preset duration threshold within the time interval between adjacent overtopping events, then the step-like characteristics of the back tank water level data reaching equilibrium are identified as a single-wave overtopping event. At this time, the integral of the instantaneous overtopping flow rate within the time interval corresponding to the single-wave overtopping event is equivalent to the product of the water level difference before and after the equilibrium state and the preset total bottom area of ​​the measuring chamber. Based on this, the single-wave overtopping volume is calculated.

[0163] This is designed for sparse overtopping conditions where the wave action interval is relatively long and the water accumulated in the forebay has enough time to completely flow into the aft chamber.

[0164] Under this condition, after each single wave overtopping, the system reaches quasi-static equilibrium, and the water levels in the forebay and aft chambers tend to be level. The aft chamber water level data shows a stepped upward curve, with each gentle step platform corresponding to the equilibrium state after one wave overtopping.

[0165] To accurately identify this step-like characteristic, the calculation system continuously monitors the instantaneous overrush flow. When the absolute value of the instantaneous overrush flow remains below a preset lower threshold value, and the duration of this low flow state exceeds a preset duration threshold value, the system is determined to have reached a state of equilibrium.

[0166] For example, the preset duration threshold can be configured to be greater than 1 / 2 of the target physical wave cycle to avoid misjudging the brief pullback during the wave trough as the end of the overpass.

[0167] After confirming that an equilibrium state has been reached, the water level value of the current equilibrium platform is extracted and compared with the water level value of the previous equilibrium platform. The difference between the two is the net increase in water level caused by this wave overtopping. Since the water levels of the forebay and aft bay are now at the same level, the calculation process of the single wave overtopping volume can be reduced to the product of the bottom area and the water level difference.

[0168] As an example, the corresponding calculation expression is as follows:

[0169] V _wave_j =(A _r +A _f )×(h _req_j -h _req_j_minus_1 );

[0170] Among them, V _wave_j Let A be the volume of the j-th single-wave overtopping. _r Let A be the bottom area of ​​the rear compartment. _f h is the bottom area of ​​the forebay. _req_j h represents the equilibrium water level reached in the rear hold after the j-th wave overtopping event. _req_j_minus_1 This represents the equilibrium water level after the j-th minus 1st wave overtopping event.

[0171] It should be understood that this processing logic can filter out the cumulative calculation errors caused by transient fluctuations and obtain the single-wave overtopping volume by extracting a stable static water level difference.

[0172] Step 402: In the continuous overtopping state, if the instantaneous overtopping flow rate is continuously greater than the preset flow rate threshold, the pulse start and end time of the instantaneous overtopping flow rate is extracted as the boundary of the single wave overtopping event. The instantaneous overtopping flow rate is calculated by time integration within the time interval defined by the pulse start and end time to obtain the single wave overtopping volume.

[0173] It is used for dense overtaking conditions where there are frequent wave action and the forebay water cannot be emptied in time before the next overtaking wave occurs.

[0174] Under this condition, the water level data in the rear compartment no longer appears as a stepped pattern with a gentle platform, but rather as a continuously rising curve, making it impossible to calculate using the static water level difference. However, the instantaneous overtopping flow curve still exhibits an independent pulse waveform under this condition, with each pulse corresponding to a single overtopping wave.

[0175] Therefore, using a preset flow threshold to perform pulse separation on the instantaneous overrush flow curve is beneficial for defining the start and end range of a single overrush wave. By sequentially extracting the start and end times of each pulse, the continuous overrush flow can be divided into multiple independent single-wave overrush event boundaries.

[0176] After obtaining the start and end times of the pulse, the instantaneous overrush flow within that time interval is accumulated using a discrete integral algorithm to quantify the specific water volume contributed by that wave. The specific calculation process is as follows:

[0177] V _wave_j =V _sys_off -V _sys_on ;

[0178] Among them, V _wave_j Let V be the volume of the j-th single-wave overtopping. _sys_off V represents the instantaneous water volume at the end of the pulse. _sys_on This represents the instantaneous total water volume at the start of the pulse.

[0179] In other words, this calculation is equivalent to the discrete summation of the instantaneous overcurrent flow over a given time interval.

[0180] In another implementation, two closely spaced secondary pulses may be generated within a short period of time. This can be optimized by introducing a minimum pulse interval threshold, i.e.:

[0181] If the time interval between two adjacent pulses is less than the preset minimum pulse interval threshold, the time intervals of the adjacent pulses are merged and determined to be the same single-wave overtopping event.

[0182] By performing the above steps, the system iterates through all overtopping events within the entire processing time interval and extracts the maximum value from the single-wave overtopping volume sequence, determining it as the maximum single-wave overtopping amount. This parameter, once output, can be used to evaluate the instantaneous maximum impact load on the backwater side of the seawall physical model.

[0183] In this embodiment, by combining sliding polynomial filtering with an adaptive pulse boundary recognition strategy, high-frequency noise caused by water surface fluctuations is suppressed, and independent quantization extraction of the maximum overtopping amount of a single wave is achieved.

[0184] In a further embodiment, the water volume continuity is corrected when water overflow occurs between the cascaded measurement chambers, which solves the problem of data breakage during the overflow stage of the compartment structure and makes the multi-chamber cumulative calculation satisfy the global water volume conservation.

[0185] In one possible implementation, when water overflow occurs between the cascaded measurement chambers, the method further includes performing a water volume continuity correction on the calculated overtopping volume of each measurement chamber, wherein the overtopping volume of each measurement chamber is the cumulative value of all single-wave overtopping volumes within that measurement chamber, specifically including:

[0186] Step 501: When the water level in the rear compartment exceeds the preset overflow height, identify the overflow transition section between compartments;

[0187] In this situation, when the amount of water retained in a single measuring chamber approaches volume saturation, the internal water begins to transfer to the next level chamber.

[0188] During this period, the rear chamber is in a flow-through state. Water from the forebay continues to flow into the rear chamber through the bottom connecting hole, while water at the top of the rear chamber is discharged to the adjacent next-level measurement chamber through the overflow port. If the system directly cuts off and stops data recording in the current measurement chamber the instant the water level reaches the overflow height, water that flows in through the connecting hole but immediately overflows will be excluded from the system's statistics, resulting in a systemic water volume omission.

[0189] It should be understood that by comparing the water level with the preset overflow height, the overflow transition section between compartments can be identified and provided with a time boundary for subsequent corrections.

[0190] Step 502: Based on the preset weir flow model and the rear chamber water level data in the inter-chamber overflow transition section, calculate the amount of water overflowing from the transition section through the measuring chamber overflow outlet.

[0191] Since the overflow outlet of the device is usually machined into a geometry with sharp edges, a thin-walled weir structure is used to model it. Using this model, the water head height above the overflow outlet in the inter-compartment overflow transition section can be converted into instantaneous overflow flow rate, and the total amount of water discharged during this period can be obtained through time-dimensional integration.

[0192] For example, the expression for calculating instantaneous overflow flow is as follows:

[0193] Q _ov =C _w ×b _w ×(h _r -h _ov ) 1.5 ;

[0194] Among them, Q _ov For instantaneous overflow flow, C _wb is the preset weir flow coefficient. _w h is the physical width of the overflow outlet. _r h is the water level data of the aft compartment within the overflow transition section between cabins. _ov This is the preset overflow height.

[0195] Furthermore, after obtaining the continuous instantaneous overflow flow rate, a discrete numerical integration accumulation operation is performed on the entire start and end time interval corresponding to the inter-cabin overflow transition section to calculate the exact overflow water volume of the transition section.

[0196] Step 503: Deduct the overflow water volume of the transition section from the wave volume calculated by the current measurement chamber, and compensate the overflow water volume of the transition section to the initial accumulated water volume of the adjacent next-level measurement chamber to obtain the corrected wave volume of each measurement chamber.

[0197] Since the flow inversion algorithm tracks the total amount of water entering the aft compartment based on changes in the aft compartment water level, the preliminary calculation results of the current measurement chamber include water that flows in and then flows out of the inter-compartment overflow transition section. To reflect the actual net overrush volume ultimately retained by the compartment, the overflow water volume of the transition section must be removed from the original calculation results of the current measurement chamber.

[0198] Meanwhile, the rejected overflow water becomes the source of inflow for the adjacent next-level measurement chamber. This water already exists inside its chamber before the wave height meter of the next-level measurement chamber captures a stable signal and begins to perform independent flow inversion.

[0199] Based on this, the system extracts the overflow water volume of the transition section and uses it as a mandatory initial accumulated water volume, adding it to the volume statistics base of the next level measurement chamber.

[0200] Correspondingly, if the device used in the physical model test has a large wall thickness, causing the overflow outlet to not meet the thin-wall condition, the preset weir flow model can be adaptively replaced with a broad-crested weir model, and the weir flow coefficient can be updated to match the actual hydraulic flow characteristics.

[0201] Furthermore, after completing the data update of two adjacent compartments, a data connection verification mechanism will be established, which calculates the water volume deducted in the current compartment and the initial water volume added in the next compartment, and verifies whether the two are equal with zero error.

[0202] Based on this, the deduction and compensation operations can be performed sequentially along the cascading direction, compartment by compartment. When overflow occurs in compartment i+1, the same weir flow model is used to correct the calculation of the transition section between compartment i+1 and compartment i+2, realizing the connection of water volume across the entire chain in multi-level cascading scenarios.

[0203] In this application, a weir flow model is introduced to deduct the overflow water volume of the transition section and compensate for the cross-compartment flow. This can be used to achieve seamless physical connection of water volume between different measurement compartments, and to give the measurement system a theoretically infinitely extended capture range without increasing the bottom area of ​​a single compartment.

[0204] In this embodiment, the physical design criteria for the parameters of the connecting holes on the partition are further explained.

[0205] The total effective area of ​​the connecting holes on the partition is pre-configured based on the wave period of the physical model; the configuration steps specifically include:

[0206] Step 601: Determine the upper limit of the system equivalent time constant of the measuring chamber, with the time-resolved constraint that the water accumulated in the forebay is substantially discharged into the aft chamber within the wave cycle.

[0207] Alternatively, whether the proportion of water accumulated in the forebay discharged into the aft chamber during the wave cycle reaches a preset discharge ratio threshold is used as a time-resolved constraint to determine the upper limit of the system equivalent time constant of the measurement chamber.

[0208] In the hydraulic system of the measurement chamber, the size and number of connecting orifices directly determine the magnitude of the damping transmitted from the forebay water to the aft chamber. The drainage process of the forebay is approximated as a first-order exponentially decaying system, and the response speed of this system can be characterized by the system's equivalent time constant.

[0209] If the time constant is too large, the water in the forebay will drain slowly, and the continuous single-wave overtopping events will cause waveform superposition on the water level curve of the rear chamber, making it impossible for the inversion algorithm to distinguish the independent single-wave pulses from the mixed signal.

[0210] In some embodiments, time-resolved constraints must be set. For example, substantial discharge is set such that more than 95% of the water in the forebay flows into the aft chamber before the next wave arrives. Based on the decay characteristics of a first-order system, the time required to reach this discharge ratio is approximately three times the system's equivalent time constant.

[0211] Therefore, the upper limit τ of the system equivalent time constant of the measurement cabin is determined. _max =T / 3;

[0212] Where, τ _max is the upper limit of the system's equivalent time constant; T is the wave period of the physical model.

[0213] Step 602: Based on the upper limit of the system equivalent time constant, the bottom area of ​​the forebay, and the expected single-wave overtopping water level difference, calculate the lower limit of the total effective area of ​​the connecting holes, and configure the diameter and number of connecting holes accordingly (lower limit of total effective area).

[0214] The system's equivalent time constant is determined by both the system's geometric dimensions and hydrodynamic parameters. Based on the linearization of the orifice outflow formula in fluid dynamics near the operating point, the system's equivalent time constant is directly proportional to the bottom area of ​​the forebay and inversely proportional to the total effective area of ​​the connecting orifices.

[0215] In some embodiments, by substituting the upper limit of the system's equivalent time constant into the linearized equation, the minimum flow area required to satisfy the venting velocity can be derived in reverse.

[0216] Another example is the expression for calculating the lower limit of the total effective area of ​​connected holes, which can be described as:

[0217] S _min =(3×A _f / (C _d ×T))×(2×∆h _0 / g) 0.5 ;

[0218] Among them, S _min A is the lower limit of the total effective area of ​​the connecting holes; _f C is the bottom area of ​​the forebay; _d ∆h represents the flow coefficient of the connecting orifice; T represents the wave period of the physical model; ∆h represents the flow coefficient of the connecting orifice. _0 denoted as , where is the expected single-wave overtopping water level difference; g is the acceleration due to gravity.

[0219] Furthermore, the expected single-wave overtopping water level difference can be initially estimated by dividing the expected single-wave overtopping volume by the bottom area of ​​the forecourt. After obtaining the lower limit of the total effective area of ​​the connecting holes, a preset connecting hole diameter is selected based on the existing standard drill bit size, and then the lower limit of the number of connecting holes is calculated.

[0220] In some scenarios, if the number of holes cannot be increased due to limitations in processing technology, the minimum requirement for total effective area can be met by increasing the diameter of the connecting holes. However, increasing the hole diameter may introduce local eddies, so it is preferable to achieve the target area by increasing the number of evenly distributed small circular holes.

[0221] It should be understood that the present invention establishes parameter design criteria based on system time constant and wave period, which helps to ensure the distinguishability of single wave signals and avoids the physical superposition of high-frequency overpass waveforms.

[0222] In a further embodiment, because the flow coefficient in the hydraulic transfer function of the baffle is affected by physical factors such as the machining accuracy of the connecting holes and boundary layer friction, the theoretical constant cannot completely match the actual physical model. Therefore, this embodiment provides an offline calibration scheme based on the static drainage method.

[0223] Accordingly, the preset diaphragm hydraulic transfer function includes a flow coefficient. Before acquiring the rear chamber water level data, it also includes the construction of a pre-calibrated flow coefficient, specifically:

[0224] Step 701: Under the condition of no over-wave input, inject a known volume of calibration water into the forebay of the measurement chamber and collect calibration water level data of the aft bay that changes over time.

[0225] Optionally, the calibration water is injected into the forebay all at once, causing the forebay water level to rise instantly, while the initial water level in the aft chamber is zero, creating the maximum initial head difference on both sides of the partition. Next, the water flows into the aft chamber by gravity through the connecting holes. Using a wave level meter installed in the aft chamber, the liquid level rise process is continuously recorded throughout the entire drainage process until the water levels in the forebay and aft chambers are equal, thus obtaining complete calibration water level data for the aft chamber.

[0226] Step 702: Construct the corresponding numerical prediction model based on the geometric parameters of the measurement chamber and the mass conservation relationship between the forepool and the aft chamber;

[0227] During drainage, there is a definite physical coupling relationship between the rate of decrease in the forebay water level and the rate of increase in the aft chamber water level. This model uses time as the independent variable and the bottom areas of the forebay and aft chamber as geometric constraints, embedding the orifice outflow principle into a mass conservation framework. Given initial calculated values ​​of the flow coefficient, the model can output a theoretically predicted water level curve using numerical integration.

[0228] Step 703: Extract the slope of the line segment in which the calibration water level data of the rear chamber shows an approximately linear upward trend during the initial stage after the calibration water body is injected into the forebay.

[0229] During this period, the amount of water flowing into the rear chamber is relatively small compared to the total amount of water stored in the forebay. Therefore, the water level in the forebay drops slowly, and the difference in driving head on both sides of the baffle can be approximated as a constant.

[0230] Driven by a constant head difference, the flow rate through the connecting orifice remains essentially constant, resulting in a highly linear upward trend in the measured rear tank calibration water level data over time. Linear regression calculations are performed on the data points within this time period, and the first derivative is extracted to obtain the slope of the line segment.

[0231] Step 704: Based on the slope of the line segment, the bottom area of ​​the rear chamber, the total area of ​​the connecting holes, and the initial water level of the forebay, the primary flow coefficient is obtained through analytical estimation.

[0232] Alternatively, by using the assumption of constant flow in the initial stage, an analytical formula can be derived to quickly assess the magnitude of the flow coefficient.

[0233] Alternatively, calculate the primary flow coefficient C. _d_init =(s _0 ×A_r ) / (n×a _0 ×(2×g×h _f_0 ) 0.5 );

[0234] Among them, C _d_init For the primary flow coefficient, s _0 Let A be the slope of the line segment. _r Let n be the bottom area of ​​the rear compartment, n be the number of connecting holes, and a be the bottom area of ​​the rear compartment. _0 Let g be the cross-sectional area of ​​a single hole, g be the acceleration due to gravity, and h be the acceleration due to gravity. _f_0 The initial water level after injecting calibration water into the forebay.

[0235] In other scenarios, where high-performance computing equipment is lacking on-site, this method can also serve as an alternative coarse calibration method.

[0236] Step 705: The primary flow coefficient is used as the starting point for the iteration of the undetermined parameters and input into the numerical prediction model for subsequent fitting processing.

[0237] Furthermore, configuring the primary flow coefficient as the initial value for the iteration of the numerical optimization algorithm can provide the optimization algorithm with starting coordinates that approximate the real physical parameters.

[0238] Step 706: Using the flow coefficient as an undetermined parameter, the predicted water level curve output by the numerical prediction model is fitted with the measured calibration water level data of the rear tank, and the parameter value corresponding to the minimum fitting residual is determined as the pre-calibrated flow coefficient.

[0239] Optionally, the least squares criterion is used to perform the above fitting process. At each discrete sampling time, the computing system extracts the theoretical water depth value from the predicted water level curve and the actual water depth value from the calibration water level data in the rear tank, calculates the square of the difference between the two, and accumulates them over the entire time domain to obtain the fitting residual. The input parameters are continuously adjusted through an optimization algorithm to drive the predicted water level curve to approximate the measured curve.

[0240] When the descending gradient of the fitting residual approaches 0, the fitting is considered to have converged. At this point, the corresponding parameter value incorporates the actual manufacturing error and flow field distortion characteristics of the specific measuring device. The system locks this value as the pre-calibrated flow coefficient and stores it in the processor's memory for real-time wave measurement inversion.

[0241] It should be understood that by using the offline static drainage method to numerically fit and correct the core hydraulic parameters, the loss of accuracy of the inversion model due to processing errors is further suppressed, ensuring the reliability of the full-range measurement results.

[0242] Under one working condition, the measuring device consists of multiple sequentially connected measuring chambers, each measuring chamber including a front pool and a rear compartment;

[0243] The forebay is used to receive and buffer the incoming overflowing water, while the aft bay is equipped with a wave meter to record water level changes. The two are connected by a partition with several bottom connecting holes.

[0244] Multiple compartments are arranged in sequence, and water is transferred step by step between the front and rear compartments through an overflow outlet on the top of the rear compartment;

[0245] Used to achieve segmented collection and monitoring of overwater volume.

[0246] Accordingly, the dimensions of each measuring chamber should be designed to meet the following requirements:

[0247] During the wave-crossing process, the water level rises at a moderate rate, allowing the wave height meter to accurately capture the water level changes.

[0248] For example, each front chamber can be set to a length of 18cm and a width of 32cm; each rear chamber can be set to a length of 30cm and a width of 32cm.

[0249] For example, several small holes with a diameter of approximately 1.5 cm are provided at the bottom of the partition. The specific number of connecting holes is determined according to design guidelines. This allows water to enter the rear chamber smoothly and slowly, avoiding measurement errors caused by excessive flow velocity.

[0250] Based on this, a capacitive wave height meter is vertically installed in each rear compartment, which has the functions of high-frequency sampling and real-time data transmission.

[0251] Wave height meters are used to record the change curve of the water level inside the cabin over time and to obtain the instantaneous overtopping process;

[0252] The collected data can be converted into the volume of water body that the cabin crosses through waves through calculation.

[0253] When the overtopping occurs, water enters the forebay of the first compartment. Water then slowly flows into the aft compartment through the connecting holes, and the wave height meter records the water level rise in real time.

[0254] Once the water level in the rear compartment of the current compartment reaches the preset height, the water flows into the fore pool of the next compartment through the overflow outlet, and the wave height meter data in the rear compartment automatically stops being counted.

[0255] The process is repeated in the next compartment, which allows for the segmented collection and measurement of the overwater.

[0256] Through tiered overflow, the overflowing water successively fills multiple compartments until the entire overflow process is complete.

[0257] In a further implementation, once the water level in the rear compartment reaches the overflow height, the wave height meter can continue to collect data and use the inter-compartment overflow transition section water volume continuity correction method to accurately deduct and compensate for the water volume during the overflow period.

[0258] Based on the water level curve monitored by the wave height meter and combined with the bottom area of ​​the hull, the overtopping volume of each compartment can be calculated.

[0259] According to one aspect of this application, some methods may also be:

[0260] Determine the wave period T of the model and convert it from the prototype wave conditions according to the scaling rule;

[0261] Based on the expected single-wave overtopping magnitude V _wave Estimate the initial overtopping water level difference Δh _0 =V _wave / A _f ;

[0262] Substituting into the design criterion formula, calculate the total area of ​​the required connecting holes, n×a. _0 ;

[0263] Select a standard aperture, such as 1.0cm, 1.5cm, or 2.0cm, and calculate the required number of apertures n;

[0264] The calculated n and a _0 Substitute back to verify whether τ≤T / 3 is satisfied, where τ corresponds to the system's equivalent time constant.

[0265] According to one aspect of this application, a robust water level differentiation method based on Savitzky-Golay filtering is provided, comprising:

[0266] Smoothing and differentiation are performed simultaneously using a Savitzky-Golay (SG) polynomial filter.

[0267] In t _k The center window [t _k-w , t _k+w Within, use a p-order polynomial to represent h. _r Least squares fitting is performed on 2w+1 sampling points, and the fitting polynomial is in t _k The first derivative at that point is dh at that time. _r Smoothed estimation of / dt.

[0268] Above, t _k denoted by k, where w represents the width of the one-sided fitting window, i.e. the number of one-sided sampling points, and 2w+1 represents the total number of sampling points in the fitting window.

[0269] It should be noted that the various specific technical features described in the above embodiments can be combined in any suitable manner without contradiction. To avoid unnecessary repetition, the present invention will not describe the various possible combinations separately.

Claims

1. A method for measuring the amount of overflight in a compartmentalized manner, characterized in that, include: Acquire the water level data of the rear compartment in each cascaded measurement chamber over time. Based on the time rate of change of the rear chamber water level data and the hydraulic transfer function of the baffle, the instantaneous total water volume of the measuring chamber is determined. The instantaneous overcurrent flow rate entering the measuring chamber is obtained by inverting the rate of change of the instantaneous total water volume over time. Identifying single-wave overpass events based on the temporal distribution characteristics of instantaneous overpass flow; The single-wave overpass volume is obtained by integrating the instantaneous overpass flow corresponding to the single-wave overpass event.

2. The method according to claim 1, characterized in that, The measurement chamber includes a fore pool and a rear compartment, which are connected by a partition with a connecting hole. The water level data of the rear chamber is a time series of water levels continuously collected by a wave height meter placed in the rear chamber after the overwater enters the forebay and flows into the rear chamber through the connecting hole.

3. The method according to claim 1, characterized in that, The time rate of change of the water level in the rear storage tank is obtained, specifically including: A polynomial filter with a preset window width is used to fit the water level data in the rear compartment using a sliding window. The first derivative of the fitted polynomial at each sampling time is extracted as the time rate of change of the water level data in the rear compartment. The preset window width is configured to be less than the period of the physical wave and greater than the sampling interval of the back chamber water level data.

4. The method according to claim 1, characterized in that, Based on the time rate of change of the rear compartment water level data and the hydraulic transfer function of the baffle, the instantaneous total water volume in the measuring chamber is determined, including: Based on the time change rate of the rear tank water level data, the instantaneous flow rate entering the rear tank through the partition is calculated; The instantaneous flow rate is mapped and converted into the dynamic water level difference between the forebay and the aft chamber using the hydraulic transfer function of the baffle plate. The instantaneous water level data of the forebay is then calculated by combining the water level data of the aft chamber. The water volume of the forebay is calculated based on the instantaneous water level data and bottom area of ​​the forebay, and the water volume of the rear chamber is calculated based on the water level data and bottom area of ​​the rear chamber. The total instantaneous water volume is obtained by summing the water volume in the forebay and the water volume in the rear bay.

5. The method according to claim 1, characterized in that, Single-wave overpass events are identified based on the temporal distribution characteristics of instantaneous overpass flow. The single-wave overpass volume is obtained by integrating the instantaneous overpass flow corresponding to the single-wave overpass event, including any one or a combination of two of the following: If the instantaneous overwave flow rate tends to a smaller threshold value within the time interval between adjacent overwave events, the step characteristics of the rear tank water level data reaching a state of equilibrium are identified as a single wave overwave event. The single wave overwave volume is calculated based on the water level difference before and after the equilibrium state and the total bottom area of ​​the measuring tank. In the case of continuous overtopping, if the instantaneous overtopping flow rate is continuously greater than the preset flow rate threshold, the start and end times of the instantaneous overtopping flow rate pulse are extracted as the boundary of the single-wave overtopping event. The instantaneous overtopping flow rate is calculated by time integration within the time interval defined by the start and end times of the pulse to obtain the single-wave overtopping volume.

6. The method according to claim 2, characterized in that, The total effective area of ​​the connecting holes on the partition is pre-configured based on the wave period of the physical model; the configuration specifically includes: The time-resolved constraint is that the water accumulated in the pool is discharged into the rear chamber within the wave cycle, which determines the upper limit of the system equivalent time constant of the measurement chamber. Based on the upper limit of the system's equivalent time constant, the bottom area of ​​the forebay, and the expected single-wave overtopping water level difference, the lower limit of the total effective area of ​​the connecting holes is calculated, and the diameter and number of connecting holes are configured accordingly.

7. The method according to claim 1, characterized in that, When water overflow occurs between the cascaded measurement chambers, the method also includes a water continuity correction for the calculated overtopping volume, specifically including: When the water level in the rear compartment exceeds the preset overflow height, the overflow transition section between compartments is identified. Based on the weir flow model and the rear compartment water level data in the inter-compartment overflow transition section, the amount of water overflowing from the transition section through the measured compartment overflow outlet is calculated. The overflow water volume of the transition section is deducted from the overtopping volume calculated by the current measurement chamber, and the overflow water volume of the transition section is compensated to the initial accumulated water volume of the adjacent next-level measurement chamber to obtain the corrected overtopping volume of each measurement chamber.

8. The method according to claim 1, characterized in that, The hydraulic transfer function of the baffle includes a flow coefficient. Before acquiring the water level data of the rear compartment, the method also includes obtaining a pre-calibrated flow coefficient, specifically including: Under conditions of no over-wave input, a known volume of calibration water was injected into the forebay of the measurement chamber, and calibration water level data of the aft chamber was collected over time. A corresponding numerical prediction model is constructed based on the mass conservation relationship between the forepool and the aft pool; Using the flow coefficient as an undetermined parameter, the predicted water level curve output by the numerical prediction model is fitted with the measured calibrated water level data of the rear tank. The parameter value corresponding to the minimum fitting residual is determined as the pre-calibrated flow coefficient.

9. A compartmentalized overflight measurement device, characterized in that, include: Multiple measurement chambers are arranged in a cascaded manner. Each measurement chamber includes a fore pool and a rear compartment. The fore pool and the rear compartment are connected by a partition with a connecting hole. Wave height meters are installed in the rear compartment of each measuring chamber to collect water level data in the rear compartment in real time; The processor is configured to determine the instantaneous total water volume in the measuring chamber based on the time change rate of the rear chamber water level data and the hydraulic transfer function of the baffle, to invert the instantaneous overtopping flow rate based on the time change rate of the instantaneous total water volume, to identify single-wave overtopping events and to calculate the single-wave overtopping volume, and to implement the method described in any one of claims 1 to 8.

10. The apparatus according to claim 9, characterized in that, The connecting holes on the partition are distributed in the bottom area of ​​the partition; The bottom area of ​​the forebay and the bottom area of ​​the aft chamber are pre-matched and set based on the measurement accuracy of the wave height meter, so that the water level change caused by the overwater entering the measurement chamber is within the capture range of the wave height meter.

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