A method and device for testing marine rock-soil parameters

Abstract

The application relates to the technical field of marine geotechnical testing, in particular to a marine geotechnical parameter testing method and device, which solves the technical problem that the soil structure is disturbed greatly in the prior art, and the test result is affected. The method comprises the following steps: sampling and testing are carried out according to multiple pouring speeds, and soil collapse data in multiple directions in each sampling and testing is collected; for each sampling and testing, the soil collapse data in the multiple directions is quantified to obtain corresponding soil sampling disturbance degrees; an interference fitting relationship curve is constructed according to different pouring speeds in multiple sampling and testing and the corresponding soil sampling disturbance degrees, and an optimal pouring speed is determined based on the interference fitting relationship curve; and the interference fitting relationship curve is used for representing the mapping relationship between the pouring speed and the soil sampling disturbance degree.

Description

Technical Field

[0001] This invention relates to the field of marine soil and rock testing technology, and specifically to a method and apparatus for testing marine soil and rock parameters. Background Technology

[0002] With the continuous advancement of marine engineering construction, projects such as offshore wind power, offshore oil and gas development, subsea tunnels, and artificial island construction are increasingly reliant on marine geotechnical parameters. Marine geotechnical parameters (including physical and mechanical parameters such as density, water content, compressive strength, and shear strength) are crucial for marine engineering design, construction process control, and operational safety assessment. The accuracy of their test results directly affects the stability and service life of the engineering structure. Currently, the mainstream methods for testing marine geotechnical parameters in the industry are mainly divided into two categories: in-situ testing techniques and laboratory testing methods using soil samples.

[0003] In existing technologies, laboratory testing methods remain an important means of obtaining accurate geotechnical parameters due to their ability to perform multi-dimensional and detailed analysis of soil samples. However, marine soils and rocks are characterized by their soft structure and low shear strength. Traditional laboratory soil sampling methods often suffer from significant disturbance to the soil structure during the sampling process due to improper control of the injection speed of the sampling equipment. Consequently, the obtained soil samples cannot accurately reflect the original physical and mechanical state of the seabed soils and rocks, resulting in large deviations in the test results of geotechnical parameters. This makes it difficult to meet the high accuracy requirements of marine engineering and affects the reliability of engineering design and construction. Summary of the Invention

[0004] To address the technical problem that existing technologies cause significant disturbance to soil structure, affecting the test results of geotechnical parameters, the present invention aims to provide a method for testing marine geotechnical parameters. The specific technical solution adopted is as follows:

[0005] Sampling tests were conducted at multiple injection rates, and soil collapse data in multiple directions were collected in each sampling test.

[0006] For each sampling test, interference quantification was performed based on soil collapse data from multiple directions to obtain the corresponding sampling soil interference degree;

[0007] Based on different injection rates and corresponding soil disturbance levels from multiple sampling tests, a disturbance fitting curve was constructed, and the optimal injection rate was determined based on the disturbance fitting curve. The disturbance fitting curve is used to characterize the mapping relationship between injection rate and soil disturbance level.

[0008] In one possible implementation, soil collapse data in multiple directions is collected by sensor arrays deployed at different locations in multiple directions within the area where the probe is located. Each direction corresponds to one sensor array, and the soil collapse data includes the magnitude and direction of the soil collapse velocity.

[0009] In one possible implementation, the method includes:

[0010] For each sampling test, the collapse direction consistency parameter for each direction is determined based on the velocity direction of soil collapse in multiple directions; the collapse direction consistency parameter is used to characterize the degree of consistency between the collapse direction of the direction and the overall average collapse direction.

[0011] For each direction, the similarity of the collapse rate decay is determined by the magnitude of the soil collapse velocity collected at multiple acquisition times and the collapse direction consistency parameter corresponding to the direction.

[0012] The degree of collapse of the force corresponding to the direction is determined based on the similarity of the collapse rate decay.

[0013] The soil disturbance degree corresponding to the sampling test is determined based on the collapse degree value of the force corresponding to each direction.

[0014] In one possible implementation, the method includes:

[0015] For each sampling test, the velocity direction in each direction in the sampling test is decomposed into a first direction component and a second direction component;

[0016] Based on the first and second directional components of all directions, the first and second directional average components of the overall average collapse direction are determined respectively.

[0017] For each direction, the collapse direction consistency parameter corresponding to the direction is calculated based on the first direction component, the second direction component of the direction, and the first and second direction average components of the overall average collapse direction.

[0018] In one possible implementation, the method includes:

[0019] For each direction, the velocity difference of soil collapse at each acquisition interval is determined by measuring the velocity of soil collapse at multiple acquisition times.

[0020] The degree of difference in collapse direction is determined based on the difference in the rate of soil collapse corresponding to each collection interval and the consistency parameter of collapse direction.

[0021] The similarity of collapse rate decay corresponding to a direction is determined based on the degree of collapse difference and the consistency parameter of collapse direction.

[0022] In one possible implementation, soil collapse data in multiple directions is also collected by sensors deployed on probes, and the soil collapse data also includes the probe bending angle.

[0023] In one possible implementation, the method further includes:

[0024] The bending direction influence coefficient of the probe rod is determined based on the bending angle of the probe rod.

[0025] For each direction, the degree of fluctuation influence corresponding to the direction is determined based on the bending direction influence coefficient of the corresponding direction and the magnitude of the soil collapse velocity collected at multiple acquisition times.

[0026] The force collapse degree value corresponding to the direction is corrected based on the fluctuation influence value corresponding to the direction, resulting in the corrected force collapse degree value.

[0027] In one possible implementation, the method includes:

[0028] Based on the similarity of collapse rate decay and the curve of collapse rate degree, the collapse degree value of the force corresponding to the direction is obtained; wherein, the curve of collapse rate degree is configured such that the collapse degree value of the force is negatively correlated with the similarity of collapse rate decay in the direction.

[0029] In one possible implementation, the method includes:

[0030] The overall collapse degree value of the sampling test is obtained by accumulating the collapse degree values ​​corresponding to the forces in each direction. The sampling soil interference degree is obtained according to the overall collapse degree value and the collapse degree interference relationship curve. The collapse degree interference relationship curve is configured such that the sampling soil interference degree is positively correlated with the overall collapse degree value of the sampling test.

[0031] This application also provides a device for testing marine geotechnical parameters, comprising: a processor and a storage medium; the storage medium includes instructions, and the processor is used to execute the instructions to implement the method described in any of the above embodiments. This device for testing marine geotechnical parameters can be an electronic device or a chip within an electronic device.

[0032] The present invention has the following beneficial effects:

[0033] Based on the above technical solution, this application conducts sampling tests at multiple injection rates, collecting soil collapse data from multiple directions in each sampling test. Then, for each sampling test, interference quantification is performed based on the soil collapse data from multiple directions to obtain the corresponding soil interference degree. In this way, this application can construct an interference fitting relationship curve based on different injection rates and corresponding soil interference degrees in multiple sampling tests, and determine the optimal injection rate based on the interference fitting relationship curve. This solves the problem that traditional fixed injection rate sampling easily leads to large soil disturbance. This application covers different disturbance scenarios through multiple speed tests, thereby accurately assessing soil sample quality based on interference quantification. Then, the optimal speed is located through the fitting curve, ultimately achieving minimum disturbance sampling, which provides a guarantee for the accuracy of subsequent geotechnical parameter testing. Attached Figure Description

[0034] To more clearly illustrate the technical solutions and advantages in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0035] Figure 1 This is a flowchart illustrating a method for testing marine geotechnical parameters according to an embodiment of the present invention.

[0036] Figure 2 This is a schematic flowchart of another method for testing marine geotechnical parameters provided in one embodiment of the present invention;

[0037] Figure 3 This is a schematic flowchart of another method for testing marine geotechnical parameters provided in one embodiment of the present invention;

[0038] Figure 4 This is a schematic flowchart of another method for testing marine geotechnical parameters provided in one embodiment of the present invention;

[0039] Figure 5 This is a schematic flowchart of another method for testing marine geotechnical parameters provided in one embodiment of the present invention;

[0040] Figure 6 This is a schematic diagram of the hardware structure of a marine geotechnical parameter testing device provided in one embodiment of the present invention. Detailed Implementation

[0041] To further illustrate the technical means and effects adopted by the present invention to achieve its intended purpose, the following, in conjunction with the accompanying drawings and preferred embodiments, details the specific implementation, structure, features, and effects of a method and apparatus for testing marine geotechnical parameters according to the present invention. In the following description, different "one embodiment" or "another embodiment" do not necessarily refer to the same embodiment. Furthermore, specific features, structures, or characteristics in one or more embodiments can be combined in any suitable form.

[0042] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0043] Given that existing technologies cause significant disturbance to soil structure, affecting geotechnical parameter testing results, this application provides a method for testing marine geotechnical parameters. Sampling tests are conducted at multiple injection rates, collecting soil collapse data from multiple directions in each sampling test. Then, for each sampling test, interference quantification is performed based on the soil collapse data from multiple directions to obtain the corresponding sampled soil interference degree. In this way, this application can construct an interference fitting curve based on different injection rates and corresponding sampled soil interference degrees from multiple sampling tests, and determine the optimal injection rate based on the interference fitting curve. This solves the problem that traditional fixed injection rate sampling easily leads to large soil disturbances. This application covers different disturbance scenarios through multiple rate tests, thereby accurately assessing soil sample quality based on interference quantification. Then, the optimal rate is located through the fitting curve, ultimately achieving minimal disturbance sampling and ensuring the accuracy of subsequent geotechnical parameter testing.

[0044] The following description, in conjunction with the accompanying drawings, details a specific scheme for a method and apparatus for testing marine soil and rock parameters provided by the present invention.

[0045] Please see Figure 1 The diagram illustrates a method flowchart for testing marine geotechnical parameters according to an embodiment of the present invention, which includes the following steps:

[0046] Step 101: Perform sampling tests at multiple injection rates and collect soil collapse data in multiple directions during each sampling test.

[0047] It should be noted that seabed soil has developed inherent structure and weak cementation over long geological periods. Sampling disturbances can affect the testing of the soil's true strength parameters. Sources of disturbance include subsidence caused by the soil's own structural characteristics, subsidence caused by external forces penetrating the sampling equipment, and sea state interference. Subsidence caused by the soil's own structural characteristics is mainly affected by the physical and mechanical properties of the soil and rock itself. Under the influence of gravity, etc., unidirectional subsidence occurs along the slope direction, and the rate of decrease in subsidence is similar. In contrast, in subsidence scenarios induced by external forces, the subsidence expands in multiple directions around the probe, exhibiting multidirectional development.

[0048] Different soil structures and external forces applied by sampling equipment can cause different collapse behaviors. The external forces applied by sampling equipment are usually affected by the injection rate. Therefore, this application can collect soil collapse data in multiple directions by sampling tests at different injection rates, thereby analyzing the influencing factors and degree of influence of the external forces applied by sampling equipment on sampling, thus ensuring the quality of sampling and improving the accuracy of marine soil and rock parameter testing.

[0049] In some embodiments, this application can set a set of injection velocity gradients covering low to high speeds within the target sampling area (exemplarily, the velocity gradients are set to 0.5cm / s, 1.0cm / s, 1.5cm / s, 2.0cm / s, and 2.5cm / s, for a total of 5 velocity levels), and perform a complete sampling test for each injection velocity. During each sampling test, multi-source soil collapse data are collected through a sensor module.

[0050] Step 102: For each sampling test, perform interference quantification based on soil collapse data from multiple directions to obtain the corresponding sampling soil interference degree.

[0051] Among them, the soil disturbance degree is used to characterize the degree of soil disturbance caused by the sampling equipment during the sampling process. For the sampling dataset corresponding to each injection rate in step 101, this application can perform disturbance quantification calculation through soil collapse data in multiple directions, distinguish between self-structure collapse and collapse caused by external forces through soil collapse data, and eliminate interference from uncontrollable factors such as sea conditions, and finally obtain the soil disturbance degree of this sampling.

[0052] It should be noted that during the in-situ sampling process of the penetrating probe, the collapse of the soil itself is related to the structure of the rock and soil layers. Marine rock and soil are soft; for example, sloped areas will collapse in one direction, and the collapse rate and the decrease in speed are similar. If the probe moves at a constant speed, the collapse of the soil will spread around the probe. A diffusion direction tending towards one direction may be due to the weakness of the soil structure itself, while a diffusion tendency from the probe center in multiple directions may be due to external forces. Therefore, by observing the different collapse behaviors, we can quantify the collapse caused by the soil structure itself and the collapse caused by external forces, calculate the degree of collapse at different locations, and thus obtain the corresponding soil interference level.

[0053] Step 103: Construct a disturbance fitting curve based on different injection rates and corresponding soil disturbance levels from multiple sampling tests, and determine the optimal injection rate based on the disturbance fitting curve.

[0054] Among them, the interference fitting curve is used to characterize the mapping relationship between the injection rate and the interference degree of the sampled soil.

[0055] For example, after determining the soil disturbance corresponding to sampling tests conducted at multiple injection rates, this application plots a disturbance fitting curve with injection rate as the abscissa and soil disturbance as the ordinate (for example, this application may use polynomial fitting or nonlinear fitting methods). The injection rate corresponding to the minimum disturbance in the curve is the optimal injection rate. Thus, inputting the finally determined optimal injection rate into the sampling control system can guide subsequent marine soil and rock sampling operations in this area, minimizing soil sample disturbance and improving the accuracy and reliability of soil and rock parameter testing.

[0056] Based on the above technical solution, this application conducts sampling tests at multiple injection rates, collecting soil collapse data from multiple directions in each sampling test. Then, for each sampling test, interference quantification is performed based on the soil collapse data from multiple directions to obtain the corresponding soil interference degree. In this way, this application can construct an interference fitting relationship curve based on different injection rates and corresponding soil interference degrees in multiple sampling tests, and determine the optimal injection rate based on the interference fitting relationship curve. This solves the problem that traditional fixed injection rate sampling easily leads to large soil disturbance. This application covers different disturbance scenarios through multiple speed tests, thereby accurately assessing soil sample quality based on interference quantification. Then, the optimal speed is located through the fitting curve, ultimately achieving minimum disturbance sampling, which provides a guarantee for the accuracy of subsequent geotechnical parameter testing.

[0057] Furthermore, in the embodiments of this application, the interference quantification process needs to fully consider the special characteristics of the marine environment. Therefore, this application is based on the marine rock and soil testing scenario, and conducts targeted monitoring of relevant data and corresponding equipment testing configuration.

[0058] As one possible embodiment of this application, soil collapse data in multiple directions is collected by sensor arrays deployed at different locations in multiple directions within the area where the probe is located. Each direction corresponds to one sensor array. The soil collapse data includes the magnitude and direction of the soil collapse velocity.

[0059] Using a multi-directional sensor array, the magnitude and direction of soil collapse velocity in each direction (e.g., 8 directions) are collected at preset time intervals (for example, a collection interval of 0.1 seconds, meaning the interval between two adjacent collection times is 0.1 seconds). For example, the sensor array can be composed of distributed optical fibers, inclinometers, and other devices.

[0060] For example, the probe rod is uniformly arranged in a ring around the probe as the center. Each sensor array consists of multiple distributed fiber optic sensors (arranged radially along the probe) to collect soil collapse velocities at different distances along that direction. The average value of the multiple sensors in the array is taken as the velocity magnitude in that direction. Simultaneously, the velocity direction is recorded by the attitude sensor of each array (with the probe axis as the origin and clockwise as the positive angle).

[0061] Through the above methods, this application can ensure that the collapse data in each direction is independent and accurate, avoiding mutual interference between data from different directions. At the same time, the synchronous acquisition of velocity magnitude and direction provides core data support for distinguishing between collapse of the structure itself and collapse caused by external forces, effectively avoiding the problem of one-sided judgment of collapse status caused by only collecting data from a single location, and improving the comprehensiveness and reliability of data acquisition.

[0062] As one possible embodiment of this application, combined with Figure 1 ,like Figure 2 As shown, step 102 above can be achieved through the following steps:

[0063] Step 201: For each sampling test, determine the collapse direction consistency parameter corresponding to each direction based on the velocity direction of soil collapse in multiple directions.

[0064] Among them, the collapse direction consistency parameter is used to characterize the degree of consistency between the collapse direction of a direction and the overall average collapse direction.

[0065] The collapse of the rock and soil mass itself is mainly affected by its physical and mechanical properties. Because rock and soil masses in marine environments are generally soft and have low shear strength, when there is a natural slope in the distribution area of ​​the rock and soil mass, under the action of inherent stresses such as gravity, they are prone to unidirectional and directional collapse along the slope direction.

[0066] In a collapse scenario induced by external forces, if the probe maintains a constant speed, the external disturbance is usually transmitted radially around the probe, and the collapse will extend in multiple directions around the probe, exhibiting a multidirectional characteristic in the direction of collapse development.

[0067] In other words, the higher the consistency of the collapse direction, the more likely it is to be a collapse of its own structure; the lower the consistency of the collapse direction, the more likely it is to be a collapse induced by external forces.

[0068] Step 202: For each direction, determine the similarity of collapse rate decay by using the magnitude of soil collapse velocity collected at multiple acquisition times and the collapse direction consistency parameter corresponding to the direction.

[0069] The collapse rate decay similarity is used to characterize the consistency between the decay pattern of the collapse rate over time in that direction and the overall pattern. Self-structure collapse typically exhibits similar decay patterns in all directions, while externally induced collapse shows significantly different decay patterns.

[0070] For example, this application can calculate the degree of difference in velocity differences between adjacent time points in each direction, and combine it with directional consistency parameters to obtain the decay similarity through normalization. By analyzing the rate decay characteristics, this application further captures the differences in collapse behavior from a temporal dimension, enhancing the ability to distinguish the type of disturbance.

[0071] Step 203: Determine the force collapse degree value corresponding to the direction based on the collapse rate decay similarity.

[0072] The force-induced collapse value represents the degree of contribution of the external force to the collapse in that direction. If the probe maintains a uniform motion, the collapse caused by the external force will spread in multiple directions around the probe because the external disturbance usually spreads radially with the probe as the center of action, and the collapse rate decay has a small similarity.

[0073] In one possible implementation, this application can obtain the force collapse degree value corresponding to the direction based on the collapse rate decay similarity and the collapse rate degree relationship curve.

[0074] The collapse rate-degree relationship curve is configured such that the collapse degree value of the applied force is negatively correlated with the similarity of the collapse rate decay in the direction.

[0075] For example, the curve relating collapse rate to degree satisfies the following formula:

[0076]

[0077] in, Indicates the first The degree of collapse due to the force applied in the positional direction of each sensor array. Indicates the first The similarity of collapse rate decay among the sensor arrays. The higher the value of the force-induced collapse, the greater the influence of external force in that direction, and the more likely that the collapse was caused by an external force.

[0078] Step 204: Determine the soil disturbance degree corresponding to the sampling test based on the collapse degree value of the force corresponding to each direction.

[0079] Marine soil and rock masses typically possess a certain degree of cementation and structure. These characteristics are easily disrupted by external forces during sampling, leading to a decline in soil sample quality. Soil samples obtained from structural collapse are degraded but still representative undisturbed soil samples, while those obtained from collapse due to external forces are essentially ineffective, severely disturbed, and of poor quality, resulting in unreliable test data. In other words, the degree of soil disturbance during sampling determines the soil sample quality; higher soil disturbance leads to lower final sample quality.

[0080] In one possible implementation, this application can accumulate the collapse degree values ​​corresponding to the forces in each direction to obtain the overall collapse degree value of the sampling test, and obtain the sampling soil interference degree corresponding to the sampling test based on the overall collapse degree value and the collapse degree interference relationship curve.

[0081] The subsidence degree interference curve was configured such that the soil interference degree was positively correlated with the overall subsidence degree value of the sampling test.

[0082] For example, the subsidence degree interference relationship curve satisfies the following formula:

[0083]

[0084] in, This indicates the degree of soil disturbance in the sampling test. Indicates the first The degree of collapse due to the force applied in the positional direction of each sensor array. This refers to the number of sensor arrays. In other words, This represents the sum of the collapse values ​​of forces acting in all directions. The larger this value, the more obvious the interference of external forces injected into the soil during the sampling process, the greater the soil interference, the worse the soil sampling quality, and the less accurate the geotechnical parameter test results.

[0085] Based on the above technical solution, this application determines the consistency parameter of the collapse direction for each direction by measuring the velocity direction of soil collapse in multiple directions. This allows for the analysis of the consistency between the collapse direction in each direction and the overall average collapse direction. Then, based on this consistency parameter and the magnitude of the soil collapse velocity collected at multiple sampling times, the similarity of the collapse rate decay in each direction is further analyzed. Since this similarity characterizes the consistency between the pattern of collapse rate decay over time in that direction and the overall pattern, a smaller similarity indicates a greater impact from external forces. Therefore, this application can determine the force-induced collapse degree value in the corresponding direction based on the similarity, thereby quantifying the disturbance degree of the sampled soil. Through the above-mentioned layered calculation logic, this application transforms the complex soil collapse state into a quantifiable disturbance index, solving the problem that traditional methods cannot accurately assess the degree of soil disturbance. Among them, the collapse direction consistency parameter distinguishes between unidirectional collapse (caused by its own structure) and multidirectional collapse (caused by external forces), the collapse rate decay similarity further verifies the source of collapse, the force collapse degree value focuses on external force disturbance, and the final sampling soil interference degree realizes an intuitive evaluation of sampling quality, providing a quantitative basis for subsequent optimal velocity determination.

[0086] The following sections describe the calculation process of the collapse direction consistency parameter and the collapse rate decay similarity in the embodiments of this application.

[0087] As one possible embodiment of this application, combined with Figure 2 ,like Figure 3 As shown, step 201 above can be achieved through the following steps:

[0088] Step 301: For each sampling test, decompose the velocity direction in each direction of the sampling test into a first direction component and a second direction component.

[0089] For example, the number of sensor arrays is For example, the sensor array is numbered clockwise, and can be denoted as follows: The velocity direction is the direction of soil collapse. Therefore, this application can distinguish between collapses caused by the inherent structure of marine soil and rock and those caused by external forces by calculating the consistency of collapse direction using the velocity direction.

[0090] For example, this application can proceed from two main directions (the first direction is denoted as...). Direction, the second direction is denoted as The variation of the collapse direction detected by the sensor array in the direction of collapse (analysis) relative to the overall collapse direction, and the corresponding first and second directional components can be expressed by the following formulas:

[0091]

[0092]

[0093] in, For the first The angle value of the velocity direction of each sensor. For the first direction component, This is the second directional component.

[0094] Step 302: Based on the first and second directional components of all directions, determine the first and second directional average components of the overall average collapse direction.

[0095] For example, the first direction average component and the second direction average component can be represented by the following formulas respectively:

[0096]

[0097]

[0098] in, The average component in the first direction. The average component in the second direction. For the first The angle value of the velocity direction of each sensor. The number of sensors in the array is given. The overall velocity direction can be obtained by summing and averaging the unit velocity vector components of all sensors.

[0099] Step 303: For each direction, calculate the collapse direction consistency parameter corresponding to the direction based on the first direction component, the second direction component of the direction, and the first and second direction average components of the overall average collapse direction.

[0100] The first and second directional average components obtained in step 302 above can characterize the overall velocity direction. Therefore, this application can compare and analyze the velocity direction of each direction with the overall velocity direction to determine the collapse direction consistency parameter corresponding to each direction.

[0101] For example, the collapse direction consistency parameter satisfies the following formula:

[0102]

[0103] in, For parameters indicating consistency in the collapse direction, The average component in the first direction. The average component in the second direction. For the first direction component, This is the second directional component.

[0104] It should be noted that, Indicates the first The distance between the velocity component of the first sensor array and the overall velocity component is used to characterize the velocity component of the second sensor array. The greater the difference in velocity direction between the individual sensor array and the whole array, the more significant the difference. The greater the difference between the velocity direction of each sensor array and the overall velocity direction, the better. The overall collapse pattern, when it approaches 1, indicates that the collapse direction tends to be in one direction, i.e., unidirectional collapse, and the degree of consistency of the collapse direction is high. When it approaches 0, it indicates that the collapse direction tends to be in multiple directions, and the degree of consistency of the collapse direction is low. The smaller the value, the lower the consistency of the collapse direction.

[0105] Based on the above technical solution, this application achieves a quantitative characterization of the overall collapse direction by decomposing the velocity direction into two orthogonal components and calculating the average vector. The collapse direction consistency parameter quantifies the direction consistency by the difference between the average vector and the individual components, avoiding the subjective problem of judging the collapse direction solely through qualitative observation. This makes the distinction between self-structure collapse (unidirectional) and external force collapse (multidirectional) more objective and accurate.

[0106] As one possible embodiment of this application, combined with Figure 2 ,like Figure 4 As shown, step 202 above can be achieved through the following steps:

[0107] Step 401: For each direction, determine the velocity difference of soil collapse corresponding to each acquisition interval by measuring the velocity of soil collapse at multiple acquisition times.

[0108] For example, this application can acquire collapse rate time history curves in each direction using a multi-channel displacement sensor in a sensor array, and extract rate decay characteristics. For instance, multiple acquisition times are selected for the collapse rate time history curves in each direction at the same time interval (i.e., the acquisition interval of the sensor device), and the difference is calculated to obtain the velocity difference value for each acquisition interval, thereby analyzing the velocity decay.

[0109] For example, the speed difference satisfies the following formula:

[0110]

[0111] in, Indicates the first The sensor array in the first The magnitude of soil collapse velocity collected at the first collection time point is related to the magnitude of soil collapse velocity collected at the second collection time point. The velocity difference between the magnitudes of soil collapse collected at different collection times. Indicates the first The sensor array in the first The magnitude of soil collapse rate collected at each sampling time. Indicates the first The sensor array in the first The magnitude of soil collapse rate collected at each sampling time.

[0112] Step 402: Determine the degree of collapse difference corresponding to each direction based on the velocity difference of soil collapse corresponding to each collection interval and the collapse direction consistency parameter.

[0113] In some embodiments, this application can calculate the cumulative difference between the rate change in a certain direction and the minimum rate change in all directions based on the minimum rate difference of the same acquisition interval in all directions, and normalize it in combination with the directional consistency parameter to obtain the collapse difference value.

[0114] For example, the degree of collapse difference value satisfies the following formula:

[0115]

[0116] in, Indicates the first The degree of collapse difference corresponding to the direction of each sensor array Indicates the first Consistency parameters of the collapse direction corresponding to the direction in which each sensor array is located. The number of collection times. Indicates the first The sensor array in the first The magnitude of soil collapse velocity collected at the first collection time point is related to the magnitude of soil collapse velocity collected at the second collection time point. The velocity difference between the magnitudes of soil collapse collected at different collection times. Indicates that all sensor arrays are in the first... The magnitude of soil collapse velocity collected at the first collection time point is related to the magnitude of soil collapse velocity collected at the second collection time point. The minimum value among the velocity differences of soil collapse speed collected at different collection times; This represents a normalization function used to normalize numerical values ​​to the range [0,1].

[0117] It should be noted that, Indicates the first time interval within the same time interval. The difference between the velocity difference in the direction of each sensor array and the minimum velocity difference in all directions can be summed by accumulating the differences in each time interval to characterize the degree of difference between the velocity difference in that direction and the overall velocity difference. The larger the value, the more obvious the velocity difference between the sensors and the greater the degree of collapse difference.

[0118] Step 403: Determine the similarity of collapse rate decay corresponding to the direction based on the collapse difference value and the collapse direction consistency parameter.

[0119] For collapses caused by their own structure, the rate of decrease in collapse is similar, meaning that the rate decrease of multiple sensors within the same time interval is similar, and the degree of difference in collapse is low. Therefore, this application can determine the similarity of collapse rate attenuation in a given direction by using the degree of difference in collapse and the consistency parameter of collapse direction.

[0120] For example, the collapse rate decay similarity satisfies the following formula:

[0121]

[0122] In the formula, Indicates the first Similarity of collapse rate decay in the direction of each sensor array Indicates the first Consistency parameters of the collapse direction corresponding to the direction in which each sensor array is located. Indicates the first The degree of collapse difference corresponding to the direction of each sensor array.

[0123] The larger the collapse direction consistency parameter, the smaller the collapse difference value, the greater the similarity of collapse rate decay, the more similar the decay, and the more likely the structure will collapse.

[0124] Based on the above technical solution, this application reflects the change in collapse rate through velocity difference, quantifies the difference in rate attenuation between this direction and other directions through collapse difference value, and finally combines directional consistency with rate attenuation similarity through collapse rate attenuation similarity, thereby achieving accurate judgment of the collapse source. The larger the collapse rate attenuation similarity, the more the collapse conforms to its own structural characteristics (unidirectional, uniform rate attenuation), and the smaller the collapse rate attenuation similarity, the more the collapse conforms to the characteristics of external force (multidirectional, uneven rate attenuation), providing a key basis for subsequent calculation of the degree of collapse under force.

[0125] Furthermore, during marine soil and rock sampling, the forces acting on the soil not only originate from the direct penetration force exerted by the sampling equipment, but also from the heave and swaying of the survey vessel caused by sea conditions (such as waves and currents), leading to bending deformation of the drill rod and probe. This deformation is transmitted through the drill rod to the seabed probe, having an asymmetric impact on the collapse behavior of the surrounding soil. In particular, the soil in the direction of probe bending may bear greater additional stress, and its collapse behavior exhibits increased amplitude and enhanced curve undulation. In other words, sea conditions indirectly exacerbate soil disturbance in certain directions. Therefore, this application can analyze the impact of probe deformation on collapse at different locations to distinguish between the direct effects of the equipment and the indirect effects of sea conditions, thereby reducing the interference of indirect sea condition effects on the measurement of soil sampling interference.

[0126] As one possible embodiment of this application, soil collapse data in multiple directions is also collected by sensors deployed on probes, and the soil collapse data also includes the probe bending angle.

[0127] For example, this application can arrange strain gauges or tilt sensors at different depths of the probe (e.g., every 2-3 meters) to monitor the bending deformation of the probe during penetration in real time and record the outward direction of the bend. The probe bending angle is the angle value corresponding to the maximum offset direction of the probe bending. In this way, this application can correct the force collapse degree value according to the probe bending angle.

[0128] As one possible embodiment of this application, combined with Figure 2 ,like Figure 5 As shown, the method also includes the following steps:

[0129] Step 501: Determine the bending direction influence coefficient of the probe rod in each direction based on the probe rod bending angle.

[0130] The soil in the direction of probe bending may bear greater additional stress. The influence coefficient of bending direction can be calculated by the cumulative value of the angle difference between the direction of probe bending and the direction of each sensor array, reflecting the potential degree of influence of sea state in each direction.

[0131] For example, the bending direction influence coefficient satisfies the following formula:

[0132]

[0133] in, This represents the bending direction influence coefficient, indicating the effect of probe bending on the direction of the k-th sensor array. For the first The angle value of the velocity direction of each sensor. Indicates the first The bending angle of the probe collected at each acquisition time.

[0134] Because the soil in the direction of the probe's bending may bear greater additional stress. This represents the cumulative sum of the differences between the direction of probe bending and the direction of velocity during the sampling process. The smaller the value, the greater the additional stress the soil in that direction may be subjected to, and the more likely its collapse is to be affected by sea conditions.

[0135] Step 502: For each direction, determine the fluctuation influence value corresponding to the direction based on the bending direction influence coefficient of the corresponding direction and the magnitude of the soil collapse speed collected at multiple acquisition times.

[0136] The heave and roll of the survey vessel caused by sea conditions (such as waves and currents) lead to bending deformation of the drill pipe and probe. This deformation is transmitted through the drill pipe to the seabed probe, and the soil in the direction of the probe's bending exhibits enhanced curvilinear undulation.

[0137] For example, the magnitude of the fluctuation impact satisfies the following formula:

[0138]

[0139] in, Indicates the first The value of the degree of fluctuation influence corresponding to the direction of each sensor array. Indicates the first The bending direction influence coefficient of the sensor array due to the bending of the probe. Indicates the first The sensor array in the first The magnitude of soil collapse rate collected at each sampling time. Indicates the first The maximum value of the soil collapse velocity collected by a sensor array at multiple acquisition times.

[0140] The larger the influence coefficient of the curvature direction, the more likely that direction is affected by sea conditions. Indicates the process of data collection, the first The maximum acquisition speed of the sensor array at multiple acquisition times and the first The larger the difference in the acquisition speed at each acquisition time, the greater the fluctuation and the greater the impact of the fluctuation.

[0141] Step 503: Correct the force collapse degree value corresponding to the direction based on the fluctuation influence degree value corresponding to the direction, and obtain the corrected force collapse degree value.

[0142] This application can quantify the heave and roll of the survey vessel caused by sea conditions (such as waves and currents), which in turn cause bending deformation of the drill rod and probe. It can calculate the degree of fluctuation in each direction and correct the degree of force collapse in each direction based on the degree of fluctuation. This reduces the influence of uncontrollable factors such as sea conditions on the degree of force collapse, making the corrected degree of force collapse more accurately reflect the degree of collapse caused by the controllable force generated by the speed of the sampling equipment pouring into the soil.

[0143] For example, the corrected force collapse value satisfies the following formula:

[0144]

[0145] in, Indicates the first The corrected force collapse value for the position and orientation of each sensor array Indicates the first The degree of collapse due to the force applied in the positional direction of each sensor array. Indicates the first The value representing the degree of fluctuation impact corresponding to the direction in which each sensor array is located.

[0146] For example, the method for determining the soil disturbance degree based on the corrected force-collapse degree value in this application embodiment can refer to the above embodiment. For example, the soil disturbance degree at this time satisfies the following formula:

[0147]

[0148] in, This indicates the degree of soil disturbance in the sampling test. Indicates the first The corrected force collapse value for the position and orientation of each sensor array This represents the number of sensor arrays.

[0149] Based on the above technical solution, this application can effectively suppress the interference of uncontrollable factors such as sea conditions on the calculation of interference degree by introducing a correction mechanism, thereby improving the reliability and engineering applicability of the evaluation results.

[0150] This application embodiment also provides a hardware structure diagram of a marine geotechnical parameter testing device (denoted as marine geotechnical parameter testing device 60), see [link to diagram]. Figure 6 The marine geotechnical parameter testing device 60 includes a processor 601, and optionally, a memory 602 connected to the processor 601.

[0151] In the first possible implementation, see Figure 6The marine geotechnical parameter testing device 60 also includes a transceiver 603. The processor 601, memory 602, and transceiver 603 are connected via a bus. The transceiver 603 is used to communicate with other devices or communication networks. Optionally, the transceiver 603 may include a transmitter and a receiver. The device in the transceiver 603 that implements the receiving function can be considered as a receiver, which is used to perform the receiving steps in the embodiments of this application. The device in the transceiver 603 that implements the transmitting function can be considered as a transmitter, which is used to perform the transmitting steps in the embodiments of this application.

[0152] Based on the first possible implementation method Figure 6 The schematic diagram shown can be used to illustrate the structure of the marine geotechnical parameter testing device involved in the above embodiments.

[0153] in, Figure 6 This can also be illustrated using a system chip in a marine geotechnical parameter testing device. In this case, the actions performed by the aforementioned marine geotechnical parameter testing device can be implemented by this system chip. The specific actions performed can be found above and will not be repeated here.

[0154] In implementation, each step of the method provided in this embodiment can be completed by integrated logic circuits in the processor or by instructions in software form. The steps of the method disclosed in the embodiments of this application can be directly manifested as being executed by a hardware processor, or being executed by a combination of hardware and software modules in the processor.

[0155] It should be noted that the order of the above embodiments of the present invention is merely for descriptive purposes and does not represent the superiority or inferiority of the embodiments. The processes depicted in the accompanying drawings do not necessarily require a specific or sequential order to achieve the desired result. In some embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0156] The various embodiments in this specification are described in a progressive manner. The same or similar parts between the various embodiments can be referred to each other. Each embodiment focuses on describing the differences from other embodiments.

Claims

1. A method for testing marine soil and rock parameters, characterized in that, The method includes: Sampling tests were conducted at multiple injection rates, and soil collapse data in multiple directions were collected in each sampling test. For each sampling test, interference quantification is performed based on the soil collapse data in the multiple directions to obtain the corresponding sampling soil interference degree; An interference fitting curve is constructed based on different injection rates and corresponding soil disturbance levels from multiple sampling tests, and the optimal injection rate is determined based on the interference fitting curve; the interference fitting curve is used to characterize the mapping relationship between injection rate and soil disturbance level. The soil collapse data in multiple directions is collected by sensor arrays deployed at different locations in multiple directions within the area where the probe is located. Each direction corresponds to one sensor array. The soil collapse data includes the magnitude and direction of the soil collapse velocity. For each sampling test, interference quantification is performed based on soil collapse data from multiple directions to obtain the corresponding sampling soil interference degree, including: For each sampling test, a collapse direction consistency parameter is determined for each direction based on the velocity direction of soil collapse in the multiple directions; wherein, the collapse direction consistency parameter is used to characterize the degree of consistency between the collapse direction in that direction and the overall average collapse direction. For each direction, the similarity of the collapse rate decay is determined by the magnitude of the soil collapse velocity collected at multiple acquisition times and the collapse direction consistency parameter corresponding to that direction. The degree of force collapse corresponding to the direction is determined based on the similarity of the collapse rate decay. The degree of soil disturbance corresponding to the sampling test is determined based on the collapse degree value of the force corresponding to each direction. The process of determining the collapse direction consistency parameter for each sampling test based on the velocity direction of soil collapse in the multiple directions includes: For each sampling test, the velocity direction in each direction in the sampling test is decomposed into a first direction component and a second direction component; Based on the first and second directional components in all directions, the first and second directional average components of the overall average collapse direction are determined respectively. For each direction, the collapse direction consistency parameter corresponding to the direction is calculated based on the first direction component, the second direction component of the direction, and the first direction average component and the second direction average component of the overall average collapse direction. For each direction, the similarity of the collapse rate decay is determined by using the magnitude of the soil collapse velocity collected at multiple acquisition times and the collapse direction consistency parameter corresponding to that direction, including: For each direction, the velocity difference of soil collapse at each acquisition interval is determined by measuring the velocity of soil collapse at multiple acquisition times. The degree of collapse difference corresponding to the direction is determined based on the difference in the rate of soil collapse corresponding to each collection interval and the consistency parameter of the collapse direction. The similarity of collapse rate decay corresponding to the direction is determined based on the collapse difference value and the collapse direction consistency parameter.

2. The method according to claim 1, characterized in that, The soil collapse data in the multiple directions is also collected by sensors deployed on the probe, and the soil collapse data also includes the probe bending angle.

3. The method according to claim 2, characterized in that, The method further includes: The bending direction influence coefficient for each direction affected by the bending of the probe rod is determined based on the bending angle of the probe rod. For each direction, the fluctuation influence value corresponding to that direction is determined based on the bending direction influence coefficient of the corresponding direction and the magnitude of the soil collapse velocity collected at multiple acquisition times. The force collapse degree value corresponding to the direction is corrected based on the fluctuation influence value corresponding to the direction, to obtain the corrected force collapse degree value.

4. The method according to any one of claims 1-3, characterized in that, The determination of the force collapse degree value corresponding to the direction based on the collapse rate decay similarity includes: Based on the similarity of the collapse rate decay and the curve relating the collapse rate degree, the force collapse degree value corresponding to the direction is obtained; wherein, the curve relating the collapse rate degree is configured such that the force collapse degree value is negatively correlated with the similarity of the collapse rate decay in the direction.

5. The method according to any one of claims 1-3, characterized in that, The determination of the soil disturbance degree corresponding to the sampling test based on the collapse degree value of the force corresponding to each direction includes: The overall collapse degree value of the sampling test is obtained by accumulating the collapse degree values ​​corresponding to the forces in each direction. The sampling soil interference degree corresponding to the sampling test is obtained based on the overall collapse degree value and the collapse degree interference relationship curve. The collapse degree interference relationship curve is configured such that the sampling soil interference degree is positively correlated with the overall collapse degree value of the sampling test.

6. A device for testing marine soil and rock parameters, characterized in that, include: A processor and a communication interface; the communication interface is coupled to the processor, the processor being used to run computer programs or instructions to implement the method for testing marine geotechnical parameters as described in any one of claims 1-5.

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