Pressure Sensing Technique for Observing Seabed Deformation Caused by Submarine Sand Wave Migration

: Long-term, continuous in-situ observation of seabed deformation plays an important role in studying the mechanisms of sand wave migration and engineering early warning methods. Research on pressure sensing techniques has examined the possibility of using the temporal characteristics of the vertical deformation of the seaﬂoor to identify important factors (e.g., wave height and migration rate) of submarine sand wave migration. Two pressure sensing tools were developed in this study to observe the seabed deformation caused by submarine sand wave migration (a ﬁxed-depth total pressure recorder (TPR FD ) and a surface synchronous bottom pressure recorder (BPR SS )), based on the principle that as a sand wave migrates under hydrodynamic forcing, the near-bottom water pressure, bottom pressure and total ﬁxed pressure synchronously change with time. Laboratory ﬂume experiments were performed, using natural sandy sediments taken from the beach of Qingdao, China, to better present and discuss the feasibility and limitations of using these two pressure sensing methods to acquire continuous observations of seabed deformation. The results illustrate that the proposed pressure sensor techniques can be e ﬀ ectively applied in reﬂecting elevation caused by submarine sand wave migration (the accuracy of the two methods in observing the experimental bed morphology was more than 90%). However, an unexpected step-like process of the change in sand wave height observed by BPR SS is presented to show that the sensor states can be easily disturbed by submarine environments, and thus throw the validity of BPR SS into question. Therefore, the TPR FD technique is more worthy of further study for observing submarine sand wave migration continuously and in real-time.


Introduction
Submarine sand waves are approximately regular undulating landforms [1] formed by the movement of sandy sediments under various marine hydrodynamic forces, such as ocean currents [2], tidal currents [3] and internal waves [4]. Submarine sand waves are widely distributed across continental slopes [5,6], continental shelves [7,8], straits [9,10], gulfs [11], and other geomorphic units around the world, in shallow to deep seas. Under the action of ocean dynamics, sand waves undergo periodic migration movements, and rates can reach nearly 70 meters per year [12,13]. From this process, vertical deformation may spur the suspension or burial of submarine cables [3,14] and submarine pipelines [8,15], which can seriously damage them. Therefore, the observation and study of the geomorphic morphology of seabed sand waves has attracted the attention of numerous researchers.
At present, the positioning and repeated measurement of water depths is used to observe the migration of seabed sand waves. By analyzing high-precision digital terrain model (DTM) data measured at several time points in a study area, the average rate and direction of sand wave migration for a given period can be obtained [16,17]. DTM data obtained from multi-beam water depth measurements can also be used to calculate the rate of seabed sand wave migration by profile analysis [13,18]. Franzetti [7] used the spatial cross-correlation three-dimensional analysis approach to analyze and calculate the horizontal migration rate and the vertical variation of sand waves. Zhou [19] also used three sets of repeated multi-beam sounding data for 2011-2013 to study the first migration and changes of giant sand wave fields in the Taiwan Shoal in the northern South China Sea. However, because these methods depend on ship operations, they cannot be used to observe continuous changes in height, due to weather, sea conditions and cost constraints.
In-situ integrated observation techniques have been developed to better understand processes and mechanisms of sand wave migration at finer scales since the late 20th Century. Fixed flow meters and small bottom observation platforms, equipped with scan sonar and acoustic backscattering, have been used to observe sand wave surfaces, the dynamic sand wave processes on bottom surfaces [20], variations in sediment velocity on sand wave surfaces [21] and sand ripple variations with rising tides [22]. However, because these acoustic or optical instruments are not only susceptible to the concentration of suspended sediments in near-surface water, but also generate a lot of power consumption during the actual operation, they might not always meet the need for continuous on-site observations in sand wave areas.
Due to their stability and environmental adaptability, pressure sensors have increasingly been used for sea floor height measurements [23][24][25][26] and vertical seabed deformation observations [27][28][29] since the 1990s. Japan's MH21 plan for the exploitation of natural gas hydrates in Japan's seabed involves formation subsidence monitoring at a precision level of 10 mm [30]. In the North Sea, high-precision water pressure measurement technology is used to monitor seabed subsidence [31]. These successful cases highlight possibilities to apply pressure sensing technology in the study of seabed sand wave migration.
In view of this summary of past research, this paper focuses on the application of pressure sensing techniques in the study of sand wave migration. Based on the principle of vertical pressure change caused by sand wave migration, two observation methods were designed and verified by indoor water flume tests. The work presented in this paper can guide the monitoring and early detection of submarine sand wave migration, and be used to better understand mechanisms of submarine sand wave migration.

Theory
When using pressure sensing technology to continuously observe the height of the sea floor, the position of the observation point must first be determined. Assuming that the observation point is located at the trough of the initial position of a sand wave (solid line), under hydrodynamic action, the sand wave migrates to the left toward the dotted line ( Figure 1). According to the pressure change law acting on the sand wave profile during this process, the bottom pressure (P B ) at the observation point mainly includes the hydrostatic pressure determined by the sea floor surface height (H) and dynamic water pressure created by the waves and current (∆P N ). The total pressure change (∆P T ) is mainly shaped by changes in the soil-water pressure ratio's contribution to total pressure created by ∆H, and by changes in dynamic water pressure caused by waves and currents. Therefore, in combining the device arrangement depth of the in-situ observation (b) with the near-bottom pressure sensor mounting height (a), it can be deduced that there is a relationship (shown by Equations (1) and (2)) between ∆H, and ∆P B and ∆P T .
where ρ w is the density of seawater, g is gravity acceleration, γ is the buoyant unit weight of the seabed sediment; P T0 is the total fixed-depth pressure level at the time of initial recording and P N0 is the near-bottom pressure level at the time of initial recording.
where ρ is the density of seawater, g is gravity acceleration, is the buoyant unit weight of the seabed sediment; P T0 is the total fixed-depth pressure level at the time of initial recording and PN0 is the near-bottom pressure level at the time of initial recording. Thus, both PT and PN can be used to measure vertical height changes of the sea floor caused by sand wave migration. Based on this, we propose two tools for observing the vertical deformation of the sea floor caused by sand wave migration: (a) a fixed-depth total pressure recorder (TPRFD) kept at a certain depth within a sand wave at the observation point and (b) a surface synchronous bottom pressure recorder (BPRSS) kept at the surface of a sand wave at the point of observation.

Experimental Set-Up and Arrangement
To verify the feasibility of the above two methods, a physical model test was carried out in the wave flume (14. Table 1). A wave generator with a wave frequency of 0.2 to 50 Hz was fixed to the right end of the water flume to form a wave with a controllable wave height and frequency ( Figure 2a). A permeable slope with a slope of 1:4 was set on the left side of the sink to eliminate the influence of reflected waves (Figure 2a). The two side walls of the sink are made from transparent tempered glass to easily observe test phenomena and markings. Thus, both P T and P N can be used to measure vertical height changes of the sea floor caused by sand wave migration. Based on this, we propose two tools for observing the vertical deformation of the sea floor caused by sand wave migration: (a) a fixed-depth total pressure recorder (TPR FD ) kept at a certain depth within a sand wave at the observation point and (b) a surface synchronous bottom pressure recorder (BPR SS ) kept at the surface of a sand wave at the point of observation.

Experimental Set-Up and Arrangement
To verify the feasibility of the above two methods, a physical model test was carried out in the wave flume (14. Table 1). A wave generator with a wave frequency of 0.2 to 50 Hz was fixed to the right end of the water flume to form a wave with a controllable wave height and frequency ( Figure 2a). A permeable slope with a slope of 1:4 was set on the left side of the sink to eliminate the influence of reflected waves (Figure 2a). The two side walls of the sink are made from transparent tempered glass to easily observe test phenomena and markings.   The traditional electrical pressure sensor is easily affected by its own thermal effect and poor linearity, while the optical fiber pressure sensor is small in size, highly sensitive and stable, and responds directly to pressure changes. Therefore, because the measurement performance of a pressure sensor directly determines the accuracy of the ocean observation depth [32], in this experiment, the optical fiber pressure sensor (Suzhou NanZee Sensing Technology Co., Ltd., China) was used to observe the total pressure level. The sensor is 100 mm × 100 mm × 19.2 mm in size, and the interior of it is designed as a "Seesaw " structure ( Figure 3). The pressure was measured from the change in the strain wavelength (P1, P2) caused by the change in the force of the two fibers installed on the seesaw structure. With no stress, the strain wavelengths of the two fibers were: P1 = 1538.22 nm and P2 = 1546.303 nm. The pressure calculation formula is W = K × (∆ 1 + ∆ 2 ) where W is the weight of the overlying object, and ∆P1 and ∆P2 are the changes in the strain wavelength after being stressed. The NZS-FBG-A01 (M) multi-channel fiber grating sensor demodulation module (Suzhou NanZee Sensing Technology Co., Ltd., China) was used to collect and demodulate the data measured by the fiber sensor. It is a high-resolution Bragg grating sensor demodulation system and a highprecision spectrum analysis system. The resolution of the demodulation wavelength is 0.1 pm and the speed of demodulation is 1 Hz. The central wavelength, peak value and wavelength scanning The traditional electrical pressure sensor is easily affected by its own thermal effect and poor linearity, while the optical fiber pressure sensor is small in size, highly sensitive and stable, and responds directly to pressure changes. Therefore, because the measurement performance of a pressure sensor directly determines the accuracy of the ocean observation depth [32], in this experiment, the optical fiber pressure sensor (Suzhou NanZee Sensing Technology Co., Ltd., Suzhou, China) was used to observe the total pressure level. The sensor is 100 mm × 100 mm × 19.2 mm in size, and the interior of it is designed as a "Seesaw" structure ( Figure 3). The pressure was measured from the change in the strain wavelength (P 1 , P 2 ) caused by the change in the force of the two fibers installed on the seesaw structure. With no stress, the strain wavelengths of the two fibers were: P 1 = 1538.22 nm and P 2 = 1546.303 nm. The pressure calculation formula is W = K P × (∆P 1 + ∆P 2 ) where W is the weight of the overlying object, and ∆P 1 and ∆P 2 are the changes in the strain wavelength after being stressed. The NZS-FBG-A01 (M) multi-channel fiber grating sensor demodulation module (Suzhou NanZee Sensing Technology Co., Ltd., Suzhou, China) was used to collect and demodulate the data measured by the fiber sensor. It is a high-resolution Bragg grating sensor demodulation system and a high-precision spectrum analysis system. The resolution of the demodulation wavelength is 0.1 pm and the speed of demodulation is 1 Hz. The central wavelength, peak value and wavelength scanning reflection spectrum of the optical fiber pressure sensor can be output to the computer connected to the demodulation module in real-time through the USB cable. After using standard weights, increasing the number of weights step by step, and combining calculation formulas to calibrate the sensors in the test environment, parameter K P is 290.3 g/nm, and the linear equation Whether the height of the bottom pressure sensor can synchronously change with the height of the sea floor at the observation point is key to whether the BPR SS method can be used for observation. Therefore, a float with a density value between those of the sand bed and water was designed to carry the pressure sensor. Float spheres made from polyamide (PA) have a density (1.14 g/cm 3 ) slightly greater than that of seawater (1.10 g/cm 3 ). Because a dish-shaped object has good hydrodynamic features, to reduce measurement errors caused by the movement of the floating ball due to hydrodynamic forces, a dish-shaped floating ball was used in the test. As Figure 4 shows, the float has a diameter of 186 mm on the horizontal axis and a height of 93 mm on the vertical axis. In the middle of the upper structure of the float, a 16 mm diameter penetration hole is reserved. A smooth stainless steel rod is connected to the metal base through the floating ball penetration hole to reduce the left and right sway caused by the wave as the floating ball moves up and down. The interior is hollow, and a bracket is reserved to mount the pressure sensor. There are four through holes with a diameter of 12 mm above and below the sphere to keep internal and external hydrostatic pressure levels consistent.  Whether the height of the bottom pressure sensor can synchronously change with the height of the sea floor at the observation point is key to whether the BPRSS method can be used for observation. Therefore, a float with a density value between those of the sand bed and water was designed to carry the pressure sensor. Float spheres made from polyamide (PA) have a density (1.14 g / cm 3 ) slightly greater than that of seawater (1.10 g / cm 3 ). Because a dish-shaped object has good hydrodynamic features, to reduce measurement errors caused by the movement of the floating ball due to hydrodynamic forces, a dish-shaped floating ball was used in the test. As Figure 4 shows, the float has a diameter of 186 mm on the horizontal axis and a height of 93 mm on the vertical axis. In the middle of the upper structure of the float, a 16 mm diameter penetration hole is reserved. A smooth stainless steel rod is connected to the metal base through the floating ball penetration hole to reduce the left and right sway caused by the wave as the floating ball moves up and down. The interior is hollow, and a bracket is reserved to mount the pressure sensor. There are four through holes with a diameter of 12 mm above and below the sphere to keep internal and external hydrostatic pressure levels consistent.  The test was applied to TPRFD and BPRSS groups, and observation points were set at the crest (A1, A2) and trough (B1, B2) ( Figure 2) of each group to compare the applicability of the two methods at different positions. With the exception of the pressure sensor, the layout and test conditions of the instruments used in the two groups of tests remained the same. In this test, a hydrodynamic force was applied over two stages. First, waves with a frequency of 34 Hz and a height of 7.9 cm were applied for one hour, and then waves with a frequency of 50 Hz and a height of 12.0 cm were applied for 25 minutes (in the experiment without any measuring instrument in advance, through direct observation, we found that when the wave action in the second stage reached 25 min, the bed shape  Whether the height of the bottom pressure sensor can synchronously change with the height of the sea floor at the observation point is key to whether the BPRSS method can be used for observation. Therefore, a float with a density value between those of the sand bed and water was designed to carry the pressure sensor. Float spheres made from polyamide (PA) have a density (1.14 g / cm 3 ) slightly greater than that of seawater (1.10 g / cm 3 ). Because a dish-shaped object has good hydrodynamic features, to reduce measurement errors caused by the movement of the floating ball due to hydrodynamic forces, a dish-shaped floating ball was used in the test. As Figure 4 shows, the float has a diameter of 186 mm on the horizontal axis and a height of 93 mm on the vertical axis. In the middle of the upper structure of the float, a 16 mm diameter penetration hole is reserved. A smooth stainless steel rod is connected to the metal base through the floating ball penetration hole to reduce the left and right sway caused by the wave as the floating ball moves up and down. The interior is hollow, and a bracket is reserved to mount the pressure sensor. There are four through holes with a diameter of 12 mm above and below the sphere to keep internal and external hydrostatic pressure levels consistent.  The test was applied to TPRFD and BPRSS groups, and observation points were set at the crest (A1, A2) and trough (B1, B2) ( Figure 2) of each group to compare the applicability of the two methods at different positions. With the exception of the pressure sensor, the layout and test conditions of the instruments used in the two groups of tests remained the same. In this test, a hydrodynamic force was applied over two stages. First, waves with a frequency of 34 Hz and a height of 7.9 cm were applied for one hour, and then waves with a frequency of 50 Hz and a height of 12.0 cm were applied for 25 minutes (in the experiment without any measuring instrument in advance, through direct observation, we found that when the wave action in the second stage reached 25 min, the bed shape The test was applied to TPR FD and BPR SS groups, and observation points were set at the crest (A 1 , A 2 ) and trough (B 1 , B 2 ) (Figure 2) of each group to compare the applicability of the two methods at different positions. With the exception of the pressure sensor, the layout and test conditions of the instruments used in the two groups of tests remained the same. In this test, a hydrodynamic force was applied over two stages. First, waves with a frequency of 34 Hz and a height of 7.9 cm were applied for one hour, and then waves with a frequency of 50 Hz and a height of 12.0 cm were applied for 25 min (in the experiment without any measuring instrument in advance, through direct observation, we found that when the wave action in the second stage reached 25 min, the bed shape had reached a stable state). In addition, to evaluate the accuracy of the two methods, we applied echo ranging, which has been widely used in seabed deformation measurement [33,34], as a control group. A freestyle sonar altimeter (AA400, EofE Ultrasonics Co., Ltd., Goyang-si, Korea) and an ultrasonic terrain scanner were used for the echo ranging group ( Table 1). The ultrasonic terrain scanner was used to collect bottom bed morphological data before and after each test, while the AA400 made real-time observations of the bottom bed height at the observation point.

Measurements Made by the Fixed-depth Total Pressure Recorder (TPR FD )
Shown by the echo ranging group data and experimental records, the shape of the sandy bed underwent significant migration and deformation after continuous wave loading ( Figure 5). The height of the bottom bed surface at observation point A 1 decreased by roughly 7.0 cm, while that at B 1 increased by approximately 7.9 cm. Wave crest A and trough B moved roughly 3.2 cm along the wave propagation direction.
Shown by the echo ranging group data and experimental records, the shape of the sandy bed underwent significant migration and deformation after continuous wave loading ( Figure 5). The height of the bottom bed surface at observation point A1 decreased by roughly 7.0 cm, while that at B1 increased by approximately 7.9 cm. Wave crest A and trough B moved roughly 3.2 cm along the wave propagation direction. From the measurement results of echo ranging and the TPRFD (Figure 6), overall terrain changes can be divided into two processes: (a) a sharp period of change of 0-20 min, and (b) a slow adjustment period of 20-90 min. The experimental records show that wave crest flattening and wave trough filling processes mainly occurred during the period of sharp change. During this period, the positions of wave crests and troughs moved roughly 2 cm along the wave propagation direction, and the terrain was gentle overall. The height remained basically stable, and the terrain slowly moved in the wave propagation direction and then moved roughly 3.2 cm relative to the original terrain. From the measurement results of echo ranging and the TPR FD (Figure 6), overall terrain changes can be divided into two processes: (a) a sharp period of change of 0-20 min, and (b) a slow adjustment period of 20-90 min. The experimental records show that wave crest flattening and wave trough filling processes mainly occurred during the period of sharp change. During this period, the positions of wave crests and troughs moved roughly 2 cm along the wave propagation direction, and the terrain was gentle overall. The height remained basically stable, and the terrain slowly moved in the wave propagation direction and then moved roughly 3.2 cm relative to the original terrain. underwent significant migration and deformation after continuous wave loading ( Figure 5). The height of the bottom bed surface at observation point A1 decreased by roughly 7.0 cm, while that at B1 increased by approximately 7.9 cm. Wave crest A and trough B moved roughly 3.2 cm along the wave propagation direction. From the measurement results of echo ranging and the TPRFD (Figure 6), overall terrain changes can be divided into two processes: (a) a sharp period of change of 0-20 min, and (b) a slow adjustment period of 20-90 min. The experimental records show that wave crest flattening and wave trough filling processes mainly occurred during the period of sharp change. During this period, the positions of wave crests and troughs moved roughly 2 cm along the wave propagation direction, and the terrain was gentle overall. The height remained basically stable, and the terrain slowly moved in the wave propagation direction and then moved roughly 3.2 cm relative to the original terrain.

Measurements Made by the Surface Synchronous Bottom Pressure Recorder (BPR SS )
The bed height data measured by echo ranging (Figure 7) show that the height of crest A before migration was 20.19 cm, while the trough B reached 11.50 cm. After migration, the height at initial crest A dropped by 8.2 cm, the height of trough B increased by 6.4 cm, and the sand wave migrated roughly 3.4 cm in the wave direction.

Measurements Made by the Surface Synchronous Bottom Pressure Recorder (BPRSS)
The bed height data measured by echo ranging (Figure 7) show that the height of crest A before migration was 20.19 cm, while the trough B reached 11.50 cm. After migration, the height at initial crest A dropped by 8.2 cm, the height of trough B increased by 6.4 cm, and the sand wave migrated roughly 3.4 cm in the wave direction. The data measured by the BPRSS and echo ranging (Figure 8) show that the height of the float at the position used in this test continuously rose or descended in a stepwise manner, without an obvious stability period. During the test period of 85 minutes, heights at observation points A2 and The data measured by the BPR SS and echo ranging (Figure 8) show that the height of the float at the position used in this test continuously rose or descended in a stepwise manner, without an obvious stability period. During the test period of 85 min, heights at observation points A 2 and B 2 underwent four step-like changes. According to the pressure data, the height of the bed at B 2 was increased by roughly 5 cm, falling 1.4 cm below test records. The height of the bed at A 1 dropped by 8.3 cm, which is consistent with test records. The data measured by the BPRSS and echo ranging (Figure 8) show that the height of the float at the position used in this test continuously rose or descended in a stepwise manner, without an obvious stability period. During the test period of 85 minutes, heights at observation points A2 and B2 underwent four step-like changes. According to the pressure data, the height of the bed at B2 was increased by roughly 5 cm, falling 1.4 cm below test records. The height of the bed at A1 dropped by 8.3 cm, which is consistent with test records.

The comparison of the Results Measured by Pressure Sensor Techniques and Echo Ranging
It is worth noting that there was a significant response delay to the change in elevation within the first 20 minutes of the TPRFD measurement at crest A. During this period, the results measured by

The comparison of the Results Measured by Pressure Sensor Techniques and Echo Ranging
It is worth noting that there was a significant response delay to the change in elevation within the first 20 min of the TPR FD measurement at crest A. During this period, the results measured by the TPR FD and echo ranging have similar changes in elevation, but there is a delay of about 5 min. From the experimental records, this phenomenon may have occurred because the weight measured by the TPR FD is the total weight of overlying sand in an area of 100 mm × 100 mm, while the height measured by echo ranging is a point height (Figure 9). For this reason, for the point height of sharp terrain changes, rendering the response sensitivity of the fiber optic pressure sensor is insufficient. Therefore, quantitative research into the process of this phenomenon, by increasing the number of acoustic ranging points on the plane where the optical fiber pressure sensor is located or reducing the surface area of the sensor, is needed in the following research. From the experimental records, this phenomenon may have occurred because the weight measured by the TPRFD is the total weight of overlying sand in an area of 100 mm × 100 mm, while the height measured by echo ranging is a point height (Figure 9). For this reason, for the point height of sharp terrain changes, rendering the response sensitivity of the fiber optic pressure sensor is insufficient. Therefore, quantitative research into the process of this phenomenon, by increasing the number of acoustic ranging points on the plane where the optical fiber pressure sensor is located or reducing the surface area of the sensor, is needed in the following research.  A comparison of measurement results from the BPR SS and the TPR FD shows that there are two reasons for this stepwise manner: (a) due to the presence of the floating ball, the water flow speed on both sides of the floating ball accelerated, increasing the erosion of the sediment on both sides of the floating ball ( Figure 10); (b) because the density of the float is slightly greater than that of seawater, relative to the downward movement at the wave crest, the upward movement of the float at the trough is subjected to more resistance. It should be noted that only the impact of the existing floating ball on the movement of the bottom sediment, and whether and to what extent the movement of the sediment in other areas is affected, still needs to be explored by designing more controlled experiments. A comparison of measurement results from the BPRSS and the TPRFD shows that there are two reasons for this stepwise manner: (a) due to the presence of the floating ball, the water flow speed on both sides of the floating ball accelerated, increasing the erosion of the sediment on both sides of the floating ball ( Figure 10); (b) because the density of the float is slightly greater than that of seawater, relative to the downward movement at the wave crest, the upward movement of the float at the trough is subjected to more resistance. It should be noted that only the impact of the existing floating ball on the movement of the bottom sediment, and whether and to what extent the movement of the sediment in other areas is affected, still needs to be explored by designing more controlled experiments.

The Accuracy of Pressure Sensor Techniques in Reflecting Elevation
A comparison of the two methods with the observation results of the echo ranging group shows that, while the two methods reflect height changes that are consistent with actual height changes of

The Accuracy of Pressure Sensor Techniques in Reflecting Elevation
A comparison of the two methods with the observation results of the echo ranging group shows that, while the two methods reflect height changes that are consistent with actual height changes of the observation points as a whole, there are significant differences in the accuracy of the observations. Therefore, to quantify the accuracy of the height observations of the BPR SS and TPR FD , we define the observation error and accuracy α as: where "H PR " is the height calculated using the pressure observation method, and "H echo ranging " is the height measured by echo ranging. The two methods produced crest and trough observations with accuracy levels of more than 90%, with the most accurate (98.1%) observation obtained using the pressure floating ball method at the trough ( Figure 11). The largest error (2.7 cm) was made in the 17th min of observing the crest using the fiber-optic pressure sensor. With the corresponding delay occurring after 15 min, the overall observation accuracy level decreased to 91.4%, representing the least accurate observation. In addition, the two methods exhibit the following two characteristics in terms of accuracy levels: (a) observations of the trough are more accurate than those of the crest, and (b) the BPR SS method is more accurate than the TPR FD method. These findings show that while seabed elevation can be measured from the weight of overlying sand, this approach is less accurate than using water pressure to reflect elevation. addition, the two methods exhibit the following two characteristics in terms of accuracy levels: (a) observations of the trough are more accurate than those of the crest, and (b) the BPRSS method is more accurate than the TPRFD method. These findings show that while seabed elevation can be measured from the weight of overlying sand, this approach is less accurate than using water pressure to reflect elevation.

Applicability of In Situ Observations
A method's reliability is essential to practical observations. Our experiments show that while the BPRSS method, using the floating ball as a carrier, can more accurately reflect bottom bed elevation, it affects the migration of sand waves. When the underflow velocity of active sand wave areas reaches 58 cm/s [16], a floating ball with a density slightly higher than the density of the seawater can generate up and down movement under the action of the current. Increasing the density to reduce this effect may exacerbate the disturbance of the sand wave migration process. Therefore, its optimal density is difficult to determine, making the authenticity of the migration process reflected in observation results difficult to confirm.
In this respect, as a fixed-depth total pressure recorder with an optical fiber pressure sensor is buried in the sea floor, sediment migration on the sea floor surface is less likely to be interrupted. Furthermore, because the sand wave has a common height of approximately 0.4-5 m and a wavelength of approximately 5-100 m [35], it is much larger than that of the bed model used in this Figure 11. Comparison of the accuracy of the BPR SS and TPR FD methods.

Applicability of In Situ Observations
A method's reliability is essential to practical observations. Our experiments show that while the BPR SS method, using the floating ball as a carrier, can more accurately reflect bottom bed elevation, it affects the migration of sand waves. When the underflow velocity of active sand wave areas reaches 58 cm/s [16], a floating ball with a density slightly higher than the density of the seawater can generate up and down movement under the action of the current. Increasing the density to reduce this effect may exacerbate the disturbance of the sand wave migration process. Therefore, its optimal density is difficult to determine, making the authenticity of the migration process reflected in observation results difficult to confirm.
In this respect, as a fixed-depth total pressure recorder with an optical fiber pressure sensor is buried in the sea floor, sediment migration on the sea floor surface is less likely to be interrupted. Furthermore, because the sand wave has a common height of approximately 0.4-5 m and a wavelength of approximately 5-100 m [35], it is much larger than that of the bed model used in this experiment. Therefore, the effect of the response delay phenomenon exhibited by the TPR FD method used in this experiment should be greatly reduced. Therefore, the TPR FD method is more applicable for field applications. However, if this technique is to be applied to the field observation, there are still many unresolved problems. How large is this noise caused by bottom current and potential turbulence relative to the measured noise? Further, how to ensure that the TPR FD is always inside the sand wave, and not exposed to current during the sand wave migration process. A designed field observation device, equipped with a TPF RD observation probe and some instruments for measuring hydrodynamics, may help to explore these issues. A multistage penetrating method can also be used to ensure that the TPR FD is always located inside the sand waves [36]. Nevertheless, more relevant subjects in pressure sensing techniques for observing seabed deformation caused by submarine sand wave migration are still expected to be studied and explored.

Conclusions
The application of pressure sensing technology in observing changes in the sea floor caused by the migration of submarine sand waves has been demonstrated in this paper. In studying the change law of the near-bottom water pressure, bottom pressure and total fixed pressure during sand wave migration, we propose two methods: BPR SS and TPR FD . Through a simulation experiment with an indoor water flume, the observation effects of the two methods were evaluated. Overall, the main conclusions of this study can be summarized as follows: (1) Pressure sensor techniques can be used to observe seabed elevation changes (accuracy of above 90%), but for microtopography with severe terrain fluctuations (such as the sand wave crests considered in this experiment), their observation accuracy will decrease.
(2) Reflecting seabed elevation from the weight of overlying sand is feasible, but less accurate than using water pressure to reflect elevation.
(3) The use of a floating ball-mounted pressure sensor as a surface synchronous bottom pressure recorder (BPR SS ) to observe sea floor elevation will affect sediment migration on the surface of a sand wave, causing the results to show a step-like change process not observed under real conditions.
(4) Considering the underflow velocity of a sand wave development area, and the actual size of sand waves during field observations, it is more effective to use a fixed-depth total pressure recorder (TPR FD ) to observe a trough.