Method for improving reliability and accuracy of marine engineering geological survey parameters

Abstract

The application discloses a method for improving the reliability and accuracy of marine engineering geological survey parameters. The application evaluates and selects seabed soil samples with less disturbance, and constructs a three-dimensional intersection soil test system, combines indoor soil test and in-situ test, combines conventional soil test and advanced soil test, realizes mutual calibration of various measurement values of soil bodies according to the internal relationship between different soil parameters, improves the reliability and accuracy of test results, and solves the problem that the commonly used single linear type geological survey test method is difficult to guarantee the reliability and accuracy of test results.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of marine surveying, and particularly relates to a method for improving the reliability and accuracy of marine engineering geological survey parameters. BACKGROUND

[0002] Marine engineering geological survey (hereinafter referred to as "marine geology survey") is to obtain objective information about seabed topography, geomorphology, stratum distribution and soil engineering characteristics through survey tools and data processing technology, which is the starting point of all marine engineering, a key factor to ensure the economic rationality of design and construction of many marine development facilities, and an important link of marine development risk control. Among them, the seabed soil strength is the most direct and basic engineering parameter of marine development and construction, and is also the most easily deviated geology survey parameter affected by environmental factors. The existing seabed soil geology survey data is usually obtained by single linear soil test, but it is difficult to guarantee the reliability and accuracy of the geology survey data by relying on single linear soil test.

[0003] Therefore, the prior art still needs to be improved and developed. SUMMARY

[0004] The technical problem to be solved by the present application is to provide a method for improving the reliability and accuracy of marine engineering geological survey parameters, aiming at solving the problem that the existing soil strength test method of seabed soil usually adopts single linear soil test, which is difficult to guarantee the reliability and accuracy of the test results.

[0005] The technical scheme adopted by the present application to solve the problem is as follows:

[0006] In a first aspect, the present application provides a method for improving the reliability and accuracy of marine engineering geological survey parameters, wherein the method comprises:

[0007] In combination with seabed sampling instruments and processes, the disturbance degree of seabed soil samples is evaluated according to a plurality of soil sample basic physical property tests, and soil samples with disturbance degree meeting the requirements are selected for later soil strength tests;

[0008] The indoor soil test and the in-situ test are combined, the conventional soil test and the advanced soil test are combined, the internal relationship between different soil parameters is used to realize mutual calibration of various soil measurement values, and the reliability and accuracy of the test results are improved;

[0009] In a second aspect, the present application provides a device for improving the reliability and accuracy of marine engineering geological survey parameters, wherein the device comprises:

[0010] The soil sample evaluation and screening module is used in combination with seabed sampling instruments and processes to evaluate the disturbance degree of seabed soil samples according to a plurality of soil sample basic physical property tests, and to screen seabed soil samples in which the soil sample disturbance degree meets the requirements for a plurality of independent soil body strength tests;

[0011] The test setting module is used to obtain a plurality of geotechnical tests respectively based on the geology exploration parameters generated by the target seabed soil sample, to determine a plurality of target geotechnical tests according to the geology exploration parameters corresponding to the plurality of geotechnical tests respectively, and to construct a three-dimensional intersecting geotechnical test system, which combines indoor geotechnical tests and in-situ tests, and combines conventional geotechnical tests and advanced geotechnical tests, wherein the test types corresponding to the plurality of geotechnical tests respectively are different, the parameter types of the geology exploration parameters corresponding to the plurality of target geotechnical tests respectively are the same, and the data distribution deviation of the geology exploration parameters corresponding to the plurality of target geotechnical tests respectively is less than a target value.

[0012] The data determination module is used to realize mutual calibration of various measured values of soil bodies according to the internal relationship between different geotechnical parameters according to the geology exploration parameters corresponding to the plurality of target geotechnical tests respectively, to improve the reliability and accuracy of test results, and to determine the target geology exploration data corresponding to the target soil sample.

[0013] In a third aspect, an embodiment of the present application provides a terminal, wherein the terminal comprises a memory and one or more processors; the memory stores one or more programs; the programs contain instructions for executing the method for improving the reliability and accuracy of marine engineering geological exploration parameters according to any one of the above aspects; and the processor is configured to execute the programs.

[0014] In a fourth aspect, an embodiment of the present application provides a computer readable storage medium having a plurality of instructions stored thereon, wherein the instructions are adapted to be loaded and executed by a processor to implement the steps of the method for improving the reliability and accuracy of marine engineering geological exploration parameters according to any one of the above aspects.

[0015] The embodiment of the present application has the following beneficial effects: the embodiment of the present application evaluates and selects seabed soil samples with less disturbance, constructs a three-dimensional intersecting geotechnical test system, combines indoor geotechnical tests and in-situ tests, combines conventional geotechnical tests and advanced geotechnical tests, realizes mutual calibration of various measured values of soil bodies according to the internal relationship between different geotechnical parameters, improves the reliability and accuracy of test results, and solves the problem that the commonly used single linear type geological exploration test method cannot guarantee the reliability and accuracy of test results. BRIEF DESCRIPTION OF DRAWINGS

[0016] In order to make the technical solutions in the embodiments of the present application or the prior art clearer, the accompanying drawings needed in the embodiments or prior art description will be briefly introduced below. Obviously, the accompanying drawings in the following description only aim to explain some embodiments of the present application, and other drawings can be obtained by those skilled in the art without any creative effort.

[0017] Figure 1 is a flowchart of the method for improving the reliability and accuracy of marine engineering geological survey parameters provided by the embodiments of the present application.

[0018] Figure 2 is a content diagram of the comprehensive evaluation of soil sample disturbance provided by the embodiments of the present application.

[0019] Figure 3 is a consistency comparison diagram of soil water content in the early offshore test and the later onshore test provided by the embodiments of the present application.

[0020] Figure 4 is a consistency comparison diagram of soil bulk density and saturation when the influence of confining pressure release is small provided by the embodiments of the present application.

[0021] Figure 5 is a consistency comparison diagram of soil bulk density and saturation when the influence of confining pressure release is large provided by the embodiments of the present application.

[0022] Figure 6 is a comparison diagram of X-Ray images (i.e. internal structure of soil sample) of soil samples with small disturbance (left) and large disturbance (right) provided by the embodiments of the present application.

[0023] Figure 7 is a comparison diagram of UU triaxial curves of soil samples with different disturbance degrees provided by the embodiments of the present application.

[0024] Figure 8 is a schematic diagram of the comprehensive test analysis idea of soil strength consistency provided by the embodiments of the present application.

[0025] Figure 9 is a schematic diagram of the implementation flow of the comprehensive test analysis of soil strength consistency provided by the embodiments of the present application.

[0026] Figure 10 is a consistency evaluation diagram of soil internal friction angles obtained by various tests and in-situ tests provided by the embodiments of the present application.

[0027] Figure 11 is a consistency evaluation diagram of soil OCRs obtained by consolidation tests and CPT in-situ tests provided by the embodiments of the present application.

[0028] Figure 12It is the consistency comprehensive test analysis schematic diagram of soil Su strength provided by the embodiment of the application.

[0029] Figure 13 It is the module schematic diagram of the device for improving the reliability and precision of marine engineering geological survey parameters provided by the embodiment of the application (adjusted according to three modules).

[0030] Figure 14 It is the principle block diagram of the terminal provided by the embodiment of the application. DETAILED DESCRIPTION

[0031] The application discloses a method for improving the reliability and precision of marine engineering geological survey parameters.

[0032] Those skilled in the art can understand that the singular forms "a", "an" and "the" used herein include plural forms unless specifically stated otherwise. It should be further understood that the use of the term "include" in the specification of the application means that the stated features, integers, steps, operations, elements, and / or components are present, but does not exclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and / or groups thereof. It should be understood that when we say that an element is "connected" or "coupled" to another element, it can be directly connected or coupled to the other element, or there can be an intermediate element. In addition, "connected" or "coupled" used herein can include wireless connection or wireless coupling. The phrase "and / or" used herein includes all or any single unit and all combinations of the associated listed items.

[0033] Those skilled in the art can understand that, unless otherwise defined, all terms (including technical terms and scientific terms) used herein have the same meaning as that generally understood by those skilled in the art to which the application belongs. It should also be understood that terms such as those defined in a general dictionary should be understood to have meanings consistent with those in the context of the prior art, and should not be interpreted in an idealized or overly formal sense unless specifically defined as such.

[0034] In view of the above defects of the prior art, the present application provides a method for improving the reliability and accuracy of marine engineering geological survey parameters, which combines seabed sampling instruments and processes, evaluates the disturbance degree of seabed soil samples according to basic soil sample physical property testing, and constructs a three-dimensional cross soil test system, combining indoor soil test and in-situ test, combining conventional soil test and advanced soil test, realizing mutual calibration of various soil measurement values according to the internal relationship between different soil parameters, improving the reliability and accuracy of test results, and solving the problem that the commonly used single linear geological survey test method cannot guarantee the reliability and accuracy of test results.

[0035] As shown in Figure 1 , the method comprises the following steps:

[0036] Step S100, combining seabed sampling instruments and processes, evaluating the disturbance degree of seabed soil samples according to a plurality of basic soil sample physical property tests, and screening seabed soil samples with disturbance degree meeting the requirements in the soil samples for subsequent multiple independent soil strength tests.

[0037] Specifically, the target drilling position in the embodiment can be any drilling position in any marine engineering geological survey project, each marine engineering geological survey project covers an area of several thousand square meters to several tens of square kilometers, and can include several to hundreds of drilling positions, and each drilling position can reach hundreds of meters. In order to ensure the accuracy and reliability of the survey results, usually multiple seabed soil samples are obtained for a drilling position. In order to improve the reliability and accuracy of the geological survey data, the embodiment evaluates and screens seabed soil samples with disturbance degree meeting the requirements in the soil samples for subsequent multiple independent soil strength tests.

[0038] In one implementation manner, the step S100 specifically comprises the following steps:

[0039] Step S101, obtaining the soil sample disturbance degree corresponding to each seabed soil sample, wherein each seabed soil sample is obtained by sampling through the target drilling position, and the soil sample disturbance degree corresponding to each seabed soil sample is determined based on a plurality of different types of physical property indexes;

[0040] Step S102, evaluating and screening seabed soil samples with disturbance degree meeting the requirements in the soil samples for subsequent multiple independent soil strength tests.

[0041] In brief, the embodiment obtains multiple seabed soil samples at a target drilling site, evaluates the disturbance degree of each seabed soil sample, and selects seabed soil samples with disturbance degrees meeting requirements for subsequent multiple independent soil strength tests. Specifically, to accurately determine the disturbance degree of each seabed soil sample, various different types of physical indexes corresponding to each seabed soil sample need to be obtained. Since different types of physical indexes can reflect the disturbance of the seabed soil sample from different angles, the disturbance degree of the seabed soil sample can be accurately determined by comprehensively considering each physical index. It should be noted that the evaluation of the disturbance degree is to select better soil samples for subsequent soil sample tests, rather than to weaken the key role of reasonable drilling sampling equipment and sampling technology in geological exploration.

[0042] In an implementation manner, the step S101 specifically includes the following steps.

[0043] The step S1011 includes obtaining a plurality of physical indexes corresponding to each seabed soil sample, wherein each physical index includes a plurality of test data, and the plurality of test data are determined based on different types of physical tests.

[0044] The step S1012 includes obtaining a consistency level corresponding to each physical index, wherein the consistency level corresponding to each physical index is used to reflect the deviation degree between the plurality of test data corresponding to the physical index.

[0045] The step S1013 includes determining the disturbance degree of the seabed soil sample according to the consistency level corresponding to each physical index.

[0046] Specifically, to ensure the reliability of each physical index, for each physical index of each seabed soil sample, a plurality of different types of physical tests need to be performed on the seabed soil sample to obtain a plurality of test data corresponding to the physical index. Then, the consistency level of the physical index is determined by determining the deviation degree between the test data. The greater the deviation degree between the test data, the lower the consistency level of the physical index, and vice versa. By comprehensively considering the consistency level corresponding to each physical index, the disturbance degree of the seabed soil sample can be accurately determined. It should be noted that the higher the consistency level, the lower the disturbance degree of the seabed soil sample, and vice versa.

[0047] In an implementation manner, as shown in Figure 2 The plurality of physical indexes include at least two of soil water content, soil saturation, and soil bulk density. The step S1012 specifically includes the following steps.

[0048] Step S10121, obtaining the water content of the marine soil sample and the water content of the land soil sample corresponding to each seabed soil sample, and determining the consistency level of the water content of the soil sample corresponding to the seabed soil sample according to the water content of the marine soil sample and the water content of the land soil sample;

[0049] Step S10122, and / or obtaining the theoretical saturation degree of the soil sample and the measured saturation degree of the soil sample corresponding to each seabed soil sample, and determining the consistency condition of the saturation degree of the soil sample corresponding to the seabed soil sample according to the theoretical saturation degree of the soil sample and the measured saturation degree of the soil sample.

[0050] Step S10123, and / or obtaining the theoretical bulk density of the soil sample and the measured bulk density of the soil sample corresponding to each seabed soil sample, and determining the consistency condition of the bulk density of the soil sample corresponding to the seabed soil sample according to the theoretical bulk density of the soil sample and the measured bulk density of the soil sample.

[0051] Specifically, for each seabed soil sample, the disturbance degree of the soil sample needs to be determined according to the consistency condition of at least two of the water content of the soil sample, the saturation degree of the soil sample, and the bulk density of the soil sample. For the water content of the soil sample, the water content of the marine soil sample and the water content of the land soil sample of the seabed soil sample need to be obtained, and the consistency level of the water content of the soil sample is determined by the two test data. The more similar the data distribution of the water content of the marine soil sample and the water content of the land soil sample, the higher the consistency level of the water content of the soil sample, and vice versa. For the saturation degree of the soil sample, the theoretical saturation degree of the soil sample and the measured saturation degree of the soil sample of the seabed soil sample need to be obtained, and the consistency level of the saturation degree of the soil sample is determined by the two test data. The more similar the data distribution of the theoretical saturation degree of the soil sample and the measured saturation degree of the soil sample, the higher the consistency level of the saturation degree of the soil sample, and vice versa. For the bulk density of the soil sample, the theoretical bulk density of the soil sample and the measured bulk density of the soil sample of the seabed soil sample need to be obtained, and the consistency level of the bulk density of the soil sample is determined by the two test data. The more similar the data distribution of the theoretical bulk density of the soil sample and the measured bulk density of the soil sample, the higher the consistency level of the bulk density of the soil sample, and vice versa.

[0052] For example, the method for determining the consistency level of the water content of the soil sample specifically includes:

[0053] After the soil sample is obtained on the sea, the soil sample should be tested as soon as possible, especially the relatively simple physical test. Other soil samples will be sealed according to the process for more complex soil test in the laboratory on land in the later period. By comparing the consistency of the water content test results of the marine soil sample and the land test results, it can be shown whether the sealing, transportation and other links have further disturbance effect on the soil sample. Figure 3 As shown in the figure, when the sealing, transportation and subsequent links are good, the water content of the soil sample obtained by the marine test and the land test has good consistency.

[0054] For example, the methods for determining the consistency level of soil sample saturation and soil sample bulk density specifically include:

[0055] The saturation (Sr) of a marine soil sample can be calculated using the following formula, where w is the natural water content of the soil, Gs is the specific gravity of the soil particles, and γ is the saturation of the soil. w It is the specific gravity of water.

[0056]

[0057] Theoretically, marine soil saturation should be 100%. However, when soil is disturbed or loses moisture, especially when confining pressure is released, soil samples are prone to significant swelling, leading to discrepancies between the tested soil moisture content and the theoretical value. Common criteria for judging soil disturbance and swelling based on saturation are: a) When Sr ≥ 95%, the soil sample has no or slight swelling; b) When 90% ≤ Sr < 95%, the soil sample is swelling; c) When 85% ≤ Sr < 90%, the soil sample is relatively swelling; d) When Sr < 85%, the soil sample is extremely swelling. The evaluation results of soil saturation, combined with tasting observations (for aerated soil samples), need to be reflected in the geological survey report. For soil samples with strong and very strong swelling, subsequent testing must be handled with caution.

[0058] Furthermore, based on the assumption that the ocean saturation is 100%, the theoretical bulk density (γ) of the soil sample is used to determine the specific gravity. t A comparison of the theoretical unit weight (γ) with the measured unit weight can also highlight the soil disturbance or water loss caused by the release of confining pressure. The theoretical unit weight (γ) of marine soil samples... t The value can be calculated using the following formula, which uses the same parameters as above.

[0059]

[0060] like Figure 4 As shown in the figure, when the soil sample is less affected by the release of confining pressure, the soil saturation is consistent with the theoretical value (100%). At the same time, the theoretically calculated soil sample bulk density also has a high degree of agreement with the measured values ​​obtained at each stage.

[0061] On the contrary, such as Figure 5 As shown in the figure, this is a marine geological exploration project where soil samples below a depth of 20 meters are significantly affected by the release of confining pressure, resulting in a soil saturation level significantly lower than its theoretical value (100%). Furthermore, the theoretically calculated soil unit weight also deviates significantly from the unit weight distribution obtained from soil sample testing, indicating a low consistency level of soil saturation. When this situation occurs, subsequent geotechnical testing and data interpretation require careful handling.

[0062] In one implementation, the method further includes the following steps:

[0063] Step S10124: Obtain the internal structure information, consolidation test curve characteristics, and stress-strain curve characteristics corresponding to each of the seabed soil samples.

[0064] Step S10125: Determine the degree of soil disturbance corresponding to each seabed soil sample based on the consistency level of several physical property indicators, the structural information, the characteristics of the consolidation test curve, and the characteristics of the stress-strain curve.

[0065] Specifically, in order to accurately determine the degree of soil disturbance of each seabed soil sample, this embodiment also needs to obtain the internal structure information, consolidation test curve characteristics, and stress-strain curve characteristics of each seabed soil sample. For each seabed soil sample, the corresponding structural information, consolidation test curve characteristics, stress-strain curve characteristics, and various physical property indicators are comprehensively considered to accurately determine the degree of soil disturbance of the seabed soil sample.

[0066] In one implementation, for each seabed soil sample, X-ray scan data corresponding to the seabed soil sample is acquired, and the structural information corresponding to the seabed soil sample is determined based on the X-ray scan data.

[0067] For example, X-ray scanning can reveal structural information such as the internal integrity, fissure distribution, and uniformity of texture of each seabed soil sample, which can then be used as a basis for determining whether the seabed soil sample has been excessively disturbed. Figure 6 As shown in the figure, X-ray scan images of soil samples with significant and minor disturbances are compared. When preparing soil samples for subsequent geotechnical tests, especially for advanced geotechnical tests where soil samples are sensitive to disturbance, the less disturbed soil sample location should be selected based on the X-ray scan images.

[0068] In one implementation, for each seabed soil sample, the compression amount and overconsolidation ratio corresponding to the seabed soil sample are obtained, and the consolidation test curve characteristics corresponding to the seabed soil sample are determined based on the compression amount and the overconsolidation ratio.

[0069] For example, in soil consolidation tests, during the process of applying vertical loads to restore the in-situ stress state of the soil, the degree of soil disturbance can be assessed by measuring the soil compression and the overconsolidation ratio (OCR). Table 1 shows the general criteria for judging the degree of soil disturbance. Wherein, σ' v0 Δe is the in-situ vertical effective load on the soil, and σ' is the load applied during the consolidation test. v0 The change in void ratio of the soil sample after consolidation is given by e0, where e0 is the initial (in-situ) void ratio of the soil sample. The evaluation results of the soil disturbance degree based on the consolidation test should be highlighted in the geological survey report. Subsequent geotechnical tests, especially advanced geotechnical tests that are more sensitive to soil sample disturbance, should select soil samples with disturbance quality of level I and II.

[0070] Table 1. Evaluation of soil sample disturbance degree according to consolidation test

[0071]

[0072] In an implementation, for each seabed soil sample, unconsolidated-undrained triaxial test data corresponding to the seabed soil sample is obtained, and a stress-strain curve feature corresponding to the seabed soil sample is determined according to the unconsolidated-undrained triaxial test data.

[0073] For example, unconsolidated-undrained triaxial test (i.e., UU test) is a main method for testing soil sample strength Su in marine geotechnical investigation. Similar to consolidation curve, when a soil sample with small disturbance is used, the stress-strain curve obtained by UU test usually has obvious structure or "brittleness", i.e., after the peak value, the residual strength decreases rapidly; while the curve of a soil sample with large disturbance has obvious ductility or "plasticity". As shown in FIG. 1, UU stress-strain curves of soil samples with different disturbance degrees are compared. In addition to the peak strength, the deformation parameter e50 of a soil sample with large disturbance is also usually large. The e50 is the strain value corresponding to a stress ratio of 0.5 in the UU stress-strain curve, and e50 is a soil deformation characteristic parameter required by multiple international marine engineering specifications. Therefore, the soil sample disturbance degree of seabed soil sample can be evaluated by the stress-strain curve feature. Figure 7

[0074] In an implementation, the soil sample disturbance degree of each seabed soil sample can also be determined by obtaining a soil sample sensitivity corresponding to each seabed soil sample, respectively.

[0075] Specifically, the sensitivity of marine soft soil should be greater than 2 in general. However, when seabed soil sample is disturbed greatly, the undisturbed strength Su of the seabed soil sample will decrease significantly. However, the remolded strength Sur of the soil is less affected, and the soil sample sensitivity is equal to the ratio of the undisturbed strength Su to the remolded strength Sur. Therefore, when seabed soil sample is disturbed greatly, the soil sample sensitivity will decrease significantly. When the soil sample sensitivity of seabed soil sample obtained by indoor test is too low, it indicates that the soil sample disturbance degree is large, and the reliability of the undisturbed strength Su of the soil sample obtained by corresponding soil test is questionable.

[0076] As shown in FIG. 2, the method further includes the following steps: Figure 1

[0077] ​​In step S200, a plurality of soil tests are obtained based on the geology exploration parameters generated by the target soil sample, and a plurality of target soil tests are determined according to the geology exploration parameters corresponding to the plurality of soil tests respectively. The test types corresponding to the plurality of soil tests are different, the parameter types of the geology exploration parameters corresponding to the plurality of soil tests are the same, and the data distribution deviation of the geology exploration parameters corresponding to the plurality of target soil tests is less than a target value.

[0078] In short, since the true value of marine geology exploration is difficult to determine, the data deviation is difficult to highlight according to a single test, so the embodiment adopts a plurality of soil tests to realize mutual checking between the data of each soil test, so as to timely find the test data deviating from the true value, and to eliminate the useless data. Specifically, first, the same type of geology exploration parameters is determined by different soil tests according to the target soil sample. Since there is a difference in the value distribution of the geology exploration parameters calculated by different soil tests, the embodiment can select a plurality of target soil tests with similar data distribution according to the distribution of the geology exploration parameters of each soil test. Since the data distribution of these target soil tests is similar, the test data of these target soil tests is closer to the true value and has higher reliability.

[0079] In an implementation manner, the step S200 specifically includes the following steps:

[0080] In step S201, the data distribution information of the geology exploration parameters corresponding to each soil test is obtained.

[0081] In step S202, each target soil test is determined according to the data distribution information corresponding to each soil test.

[0082] Specifically, the embodiment obtains the data distribution information of the geology exploration parameters corresponding to various soil tests, judges a plurality of soil tests with similar data distribution, and obtains each target soil test. The embodiment adopts the geology exploration parameters generated by a plurality of soil tests to check each other to remove the soil test results with large deviation, thereby avoiding the problem of low reliability of the test results of a single soil test.

[0083] In an implementation manner, the geology exploration parameters include at least one of the unconsolidated undrained shear strength, the soil overconsolidation ratio, and the soil internal friction angle; when the geology exploration strength parameter is the unconsolidated undrained shear strength, the plurality of soil tests include a plurality of tests (such as Figure 9 ) of indoor cross plate test, in-situ cross plate test, triaxial test, single shear test, and CPT test; when the geology exploration strength parameter is the soil overconsolidation ratio, the plurality of soil tests include consolidation test and CPT test (such as Figure 9(as shown); when the geological strength parameter is the internal friction angle of the soil, the geotechnical tests include multiple tests among CPT test, static single shear test, dynamic single shear test, triaxial tensile test, and triaxial compression test (e.g., Figure 9 (As shown).

[0084] Specifically, unconsolidated undrained shear strength, overconsolidation ratio, and internal friction angle are core parameters in various marine geological exploration and engineering designs. Therefore, this embodiment can verify these three geological strength parameters to improve their reliability. Different types of geotechnical tests are applicable to different types of geological strength parameters; therefore, it is necessary to determine the specific geotechnical tests required for data distribution comparison based on the type of geological strength parameter.

[0085] In one implementation, the unconsolidated undrained shear strength Su of the soil can be obtained according to the SHANSEP method and critical state soil mechanics theory, using the following formula:

[0086] S u =m·σ' v0 OCR n

[0087] Where m and n are regression coefficients determined by a series of SHANSEP tests. When the soil is under stress close to a single shear state, the value of m is approximately equal to... The typical value of n is usually around 0.8, and the variation of n is small, having little impact on the final result; σ′v0 is the effective overburden pressure of the soil at a given depth; OCR is the soil consolidation ratio. Based on the above Su formula, SHANSEP tests can be performed in laboratory experiments to obtain the overconsolidation ratio OCR of the soil sample and directly measure the m and n values. In addition, the OCR and internal friction angle of the soil can also be obtained from the CPT measurement value, and then the Su of the soil can be calculated.

[0088] Figure 12 This paper compares the distribution of soil strength (Su) obtained through various geotechnical testing methods in a marine geological exploration project. Conventional strength tests (including indoor vane test, cone drop test, and UU test) show significant dispersion and relatively low Su values. In contrast, the results of the SHANSEP advanced test and the CPT interpretation show high consistency. Therefore, in this project, the design characteristic parameters of soil strength will be primarily determined based on the SHANSEP and CPT test results. Since conventional strength tests deviate significantly from the "true values," the SHANSEP and CPT tests will be used as the target geotechnical tests for calculating subsequent geological exploration data.

[0089] In an implementation, the overconsolidation ratio of soil is an important soil strength characteristic parameter, and the data reliability thereof directly affects the reliability of the soil strength characteristic parameter. The existing methods for calculating the overconsolidation ratio of soil are all based on a single geotechnical test, and are prone to cause deviation of the test result. Therefore, the overconsolidation ratio of the target seabed soil is measured by using multiple target geotechnical tests in the embodiment, so as to achieve the purpose of mutual calibration of the results of various target geotechnical tests.

[0090] The calculation method of the overconsolidation ratio OCR is as follows:

[0091] The overconsolidation ratio OCR of soil is used to represent the stress history of soil, and is a key initial state parameter for defining the initial yield surface of soil and determining the characteristic strength of soil. As shown in Figure 11 , the overconsolidation ratio OCR of soil can be obtained by two independent methods of direct measurement by a consolidation test and in-situ test analysis by CPT. Among them, for the consolidation test, the OCR of soil can be obtained by using the following formula:

[0092]

[0093] Among them, σ'vo is the overburden effective pressure borne by the soil sample at the burial depth, which is obtained by integrating the effective unit weight γ' with the depth; σ'pc is the pre-consolidation pressure of soil, which can be determined according to the consolidation curve of the consolidation test.

[0094] The OCR of soil can also be calculated according to the CPT test data by using the small hole expansion theory, and the formula used is as follows:

[0095]

[0096] Among them, M is the slope of the critical surface of soil in the p-q plane, and the calculation formula thereof is f is the internal friction angle of soil, and I r is the undrained stiffness of soil, and the calculation formula thereof is as follows:

[0097]

[0098] And Ie is the stiffness coefficient of soil, which can be calculated from the CPT measurement value and the overburden effective stress of soil.

[0099] As shown in Figure 11 , the consistency of the OCR of soil obtained by the above two independent methods of the consolidation test and the in-situ test by CPT is shown.

[0100] In an implementation, the internal friction angle is calculated as follows:

[0101] Soil is a frictional medium material. Among the various strength parameters defining soil, the internal friction angle is... The internal friction angle of soil is the most fundamental strength parameter. It can be measured through strength tests such as shear tests (dynamic or static shear) or triaxial tests (including triaxial compression or triaxial tension tests). In these tests, the internal friction angle of the soil sample is determined by the maximum slope of the stress path within the pq plane.

[0102] For cohesive soils, the internal friction angle can also be calculated based on CPT test data using the small-hole expansion theory and critical state soil mechanics theory. This calculation process requires iterative execution of the following formulas:

[0103]

[0104]

[0105] N u =6·tanφ·(1+tanφ)

[0106] in, Let Nq be the internal friction angle of the soil, Nm be the end bearing factor, Nu be the normalized cone tip resistance factor, and s be the pore water confining factor. v0 and s vo ' represents the total vertical overburden pressure and the effective vertical overburden pressure of the soil, respectively; qt is the probe resistance of CPT; and Bq is the excess pore water pressure coefficient of CPT in the soil.

[0107] like Figure 10 As shown, the distribution of soil internal friction angles obtained from various independent geotechnical tests and CPT in-situ tests in a certain marine geological exploration project is compared. Due to the good consistency, the reliability of the final soil internal friction angle design value is also guaranteed.

[0108] like Figure 1 As shown, the method further includes the following steps:

[0109] Step S300: Determine the target geological data corresponding to the target soil sample based on the geological parameters corresponding to the several target geotechnical tests.

[0110] Specifically, since the data distribution of each target geotechnical test is similar, the results of these target geotechnical tests are closer to the true values. Therefore, the geological parameters of each target geotechnical test are used to determine the final target geological data. For example, the Su obtained from conventional strength tests has a large dispersion and relatively low values, while the results of the SHANSEP advanced test and the CPT interpretation results have a high degree of consistency. Therefore, the design characteristic parameters of soil strength will be mainly determined based on the results of the SHANSEP test and the CPT test.

[0111] In an implementation, the target geotechnical data is determined according to the average or weighted average of the geotechnical parameters corresponding to the target soil tests.

[0112] In an implementation, the soil strength of the target soil sample is determined according to the target geotechnical parameters. Specifically, as shown in Figure 8 Since the target geotechnical data has removed the geotechnical data deviating from the true value based on various conventional soil tests, the soil strength of the target soil sample can be accurately and reliably determined based on the target geotechnical data.

[0113] Based on the above embodiments, the present application further provides a device for improving the reliability and accuracy of marine engineering geological survey parameters, as shown in Figure 13 The device comprises:

[0114] The soil sample evaluation and screening module 01 is used to combine the seabed sampling instrument and process, evaluate the disturbance degree of the seabed soil sample according to various soil sample basic physical property tests, and screen the seabed soil sample with a soil sample disturbance degree meeting the requirements for various independent soil strength tests.

[0115] The test setting module 02 is used to obtain geotechnical parameters generated by various soil tests based on the target seabed soil sample, determine various target soil tests according to the geotechnical parameters corresponding to the various soil tests, and construct a three-dimensional cross soil test system combining indoor soil tests and in-situ tests, and combining conventional soil tests and advanced soil tests. The test types corresponding to the various soil tests are different, the parameter types of the geotechnical parameters corresponding to the various soil tests are the same, and the data distribution deviation of the geotechnical parameters corresponding to the various target soil tests is less than a target value.

[0116] The data determination module 03 is used to determine the target geotechnical data corresponding to the target seabed soil sample according to the geotechnical parameters corresponding to the various target soil tests, realize mutual calibration of various soil measurement values according to the internal relationship between different soil parameters, improve the reliability and accuracy of the test results, and determine the target geotechnical data corresponding to the target seabed soil sample.

[0117] Based on the above embodiments, the present application further provides a terminal, and the principle block diagram thereof can be as shown in Figure 14The terminal includes a processor, a memory, a network interface, and a display screen connected through a system bus. The processor of the terminal is configured to provide computing and control capabilities. The memory of the terminal includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system and a computer program. The internal memory provides an environment for running the operating system and the computer program in the non-volatile storage medium. The network interface of the terminal is configured to communicate with external terminals through a network connection. The computer program is executed by the processor to implement the method for improving the reliability and accuracy of marine engineering geological survey parameters. The display screen of the terminal can be a liquid crystal display screen or an electronic ink display screen.

[0118] Those skilled in the art can understand that, Figure 14 The principle block diagram shown in the figure is only a block diagram of part of the structure related to the present application, and does not constitute a limitation on the terminal to which the present application is applied. The specific terminal can include more or fewer components than those shown in the figure, or combine certain components, or have a different component arrangement.

[0119] In an implementation manner, the memory of the terminal stores one or more programs, and is configured to execute the one or more programs by one or more processors, including instructions for performing the method for improving the reliability and accuracy of marine engineering geological survey parameters.

[0120] Those skilled in the art can understand that all or part of the processes in the above-mentioned embodiments can be completed by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer readable storage medium. When the computer program is executed, it can include the processes of the above-mentioned embodiments. Any reference to memory, storage, database or other medium used in the embodiments provided by the present application can include non-volatile and / or volatile memory. Non-volatile memory can include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM) or flash memory. Volatile memory can include random access memory (RAM) or external cache memory. As an illustration but not limitation, RAM is available in various forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double data rate SDRAM (DDR SDRAM), enhanced SDRAM (ESDRAM), synchronous link (Synchlink) DRAM (SLDRAM), memory bus (Rambus) direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), etc.

[0121] In summary, the application discloses a method for improving the reliability of marine engineering geological survey parameters, which combines seabed sampling instruments and processes, evaluates the disturbance degree of seabed soil samples according to soil sample basic physical property testing, and constructs a three-dimensional cross soil test system, combines indoor soil test and in-situ test, combines conventional soil test and advanced soil test, realizes mutual calibration of various measurement values of soil bodies according to the internal relationship between different soil parameters, and improves the reliability and accuracy of test results.

[0122] It should be understood that the application is not limited to the above examples, and can be improved or changed according to the above description for those skilled in the art, and all these improvements and changes shall belong to the protection scope of the appended claims of the application.

Claims

1. A method for improving the reliability and accuracy of marine engineering geological survey parameters, characterized in that, The method comprises: In combination with seabed sampling instruments and processes, the disturbance degree of seabed soil samples is evaluated according to basic physical property tests of the soil samples, including: obtaining a plurality of physical property indexes corresponding to each seabed soil sample, each of the physical property indexes comprising a plurality of test data determined based on different types of physical property tests, and the plurality of physical property indexes comprising at least two of soil sample water content, soil sample saturation, and soil sample bulk density; for the soil sample water content, obtaining two types of test data of the seabed soil sample, i.e., offshore soil sample water content and onshore soil sample water content, and determining the consistency level of the soil sample water content through the two types of test data, the more similar the data distribution of the early offshore soil sample water content and the later onshore soil sample water content, the higher the consistency level of the soil sample water content; for the soil sample saturation, obtaining two types of test data of the seabed soil sample, i.e., soil sample theoretical saturation and soil sample measured saturation, and determining the consistency level of the soil sample saturation through the two types of test data, the more similar the data distribution of the soil sample theoretical saturation and the soil sample measured saturation, the higher the consistency level of the soil sample saturation; for the soil sample bulk density, obtaining two types of test data of the seabed soil sample, i.e., soil sample theoretical bulk density and soil sample measured bulk density, and determining the consistency level of the soil sample bulk density through the two types of test data, the more similar the data distribution of the soil sample theoretical bulk density and the soil sample measured bulk density, the higher the consistency level of the soil sample bulk density; obtaining the consistency level corresponding to each of the plurality of physical property indexes, the consistency level being used to reflect the deviation degree between the plurality of test data corresponding to the physical property index; obtaining the internal structure information, the consolidation test curve characteristics, and the stress-strain curve characteristics of each seabed soil sample, and comprehensively evaluating the disturbance degree of the soil sample according to the consistency levels of the plurality of physical property indexes, the internal structure information, the consolidation test curve characteristics, and the stress-strain curve characteristics; and taking seabed soil samples with disturbance degrees meeting the requirements as target seabed soil samples for subsequent strength tests. A three-dimensional intersection soil test system is constructed, indoor soil test and in-situ test are combined, conventional soil test and advanced soil test are combined, according to the internal relationship between different soil parameters, mutual calibration of various measurement values of the soil body is realized, and the reliability and accuracy of the test results are improved, including: performing a plurality of independent soil body strength tests on the target seabed soil sample; obtaining data distribution information of geological exploration parameters corresponding to each of the soil tests; the geological exploration parameters include geological exploration strength parameters, and the geological exploration strength parameters include at least one of unconsolidated-undrained shear strength, soil over-consolidation ratio, and soil internal friction angle; when the geological exploration strength parameter is the unconsolidated-undrained shear strength, the plurality of soil tests include a plurality of tests of indoor vane test, in-situ vane test, triaxial test, simple shear test, and in-situ CPT test; when the geological exploration strength parameter is the soil over-consolidation ratio, the plurality of soil tests include consolidation test and in-situ CPT test; when the geological exploration strength parameter is the soil internal friction angle, the plurality of soil tests include a plurality of tests of in-situ CPT test, static simple shear test, dynamic simple shear test, triaxial tension test, and triaxial compression test.

2. A device for improving the reliability and accuracy of marine engineering geological survey parameters, characterized in that, The device comprises: The soil sample evaluation and screening module is used in combination with seabed sampling instruments and processes to evaluate the disturbance degree of seabed soil samples according to a plurality of soil sample basic physical property tests, screen seabed soil samples with a disturbance degree meeting the requirements to obtain target seabed soil samples, and perform a plurality of independent soil strength tests according to the target seabed soil samples, including: obtaining a plurality of physical property indexes corresponding to each seabed soil sample, each physical property index including a plurality of test data determined based on different types of physical property tests, and the plurality of physical property indexes including at least two of soil sample water content, soil sample saturation, and soil sample bulk density; for soil sample water content, obtaining two types of test data of offshore soil sample water content and onshore soil sample water content of the seabed soil sample, determining the consistency level of the soil sample water content through the two types of test data, and the more similar the data distribution of the early offshore soil sample water content and the later onshore soil sample water content, the higher the consistency level of the soil sample water content; for soil sample saturation, obtaining two types of test data of soil sample theoretical saturation and soil sample measured saturation of the seabed soil sample, determining the consistency level of the soil sample saturation through the two types of test data, and the more similar the data distribution of the soil sample theoretical saturation and the soil sample measured saturation, the higher the consistency level of the soil sample saturation; for soil sample bulk density, obtaining two types of test data of soil sample theoretical bulk density and soil sample measured bulk density of the seabed soil sample, determining the consistency level of the soil sample bulk density through the two types of test data, and the more similar the data distribution of the soil sample theoretical bulk density and the soil sample measured bulk density, the higher the consistency level of the soil sample bulk density; obtaining a consistency level corresponding to each of the plurality of physical property indexes, the consistency level being used to reflect the deviation degree between a plurality of test data corresponding to the physical property index; obtaining internal structure information, consolidation test curve characteristics, and stress-strain curve characteristics of each seabed soil sample, and comprehensively evaluating the disturbance degree of the soil sample according to the consistency levels of the plurality of physical property indexes, the internal structure information, the consolidation test curve characteristics, and the stress-strain curve characteristics; and the seabed soil sample with a disturbance degree meeting the requirements is used as a target seabed soil sample for subsequent strength tests. The test setting module is configured to obtain data distribution information of a plurality of soil tests based on a plurality of geological exploration parameters generated by the target seabed soil sample; the geological exploration parameters include a geological exploration strength parameter, and the geological exploration strength parameter includes at least one of an unconsolidated and undrained shear strength, a soil over-consolidation ratio, and a soil internal friction angle; a plurality of target soil tests are determined according to the geological exploration parameters corresponding to the plurality of soil tests, and a three-dimensional cross soil test system is constructed; indoor soil tests and in-situ tests are combined; conventional soil tests and advanced soil tests are combined; when the geological exploration strength parameter is the soil over-consolidation ratio, the plurality of soil tests include consolidation tests and in-situ CPT tests; when the geological exploration strength parameter is the soil internal friction angle, the plurality of soil tests include a plurality of tests of in-situ CPT tests, static simple shear tests, dynamic simple shear tests, triaxial tensile tests, and triaxial compression tests; the test types corresponding to the plurality of soil tests are different; the parameter types of the geological exploration parameters corresponding to the plurality of soil tests are the same; and a data distribution deviation of the geological exploration parameters corresponding to the plurality of target soil tests is less than a target value. The data determination module is configured to calibrate various measurement values of a soil according to the geological exploration parameters corresponding to the plurality of target soil tests and an internal relationship between different soil parameters, to improve reliability and accuracy of test results, and to determine target geological exploration data corresponding to the target seabed soil sample.

3. A terminal, characterized by comprising: The terminal includes a memory and one or more processors; the memory stores one or more programs; the programs include instructions for executing the method for improving reliability and accuracy of marine engineering geological exploration parameters according to claim 1; and the processor is configured to execute the program.

4. A computer readable storage medium having stored thereon a plurality of instructions, the plurality of instructions comprising: The instructions are suitable for being loaded and executed by the processor to implement the steps of the method for improving reliability and accuracy of marine engineering geological exploration parameters according to claim 1.

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