A soil small-strain property determination method, device, equipment and storage medium

Abstract

The present application relates to the technical field of soil survey, and discloses a soil small-strain characteristic determination method, device, equipment and storage medium. In the method, first, the first dynamic shear modulus with high accuracy is obtained based on the borehole wave velocity test data of a small number of preselected points, thereby providing a reliable reference for subsequent correction. Then, the dynamic shear modulus correction model of multiple stress intervals is constructed by combining the pore pressure static cone penetration test data with the first dynamic shear modulus. Finally, the correction model is combined with the resonant column test curve, and the pore pressure static cone penetration test data of any point is converted into continuous and complete soil dynamic characteristic parameters. By using a small amount of high-cost borehole wave velocity test data as a reference, the economic advantages of high efficiency and continuity of the pore pressure static cone penetration test are fully utilized, the unity of accuracy and efficiency is achieved, the soil survey cost is significantly reduced, and the actual demand for efficient and economical determination of soil dynamic characteristics in current engineering sites is met.

Description

Technical Field

[0001] This invention relates to the field of soil surveying technology, specifically to a method, apparatus, equipment, and storage medium for determining the small strain characteristics of soil. Background Technology

[0002] In various geotechnical engineering projects, the foundation of a building and the surrounding soil often endure dynamic loads such as wind, waves, currents, vehicle vibrations, and earthquakes during service. When the soil is in a low-strain state, the low-strain state corresponds to a shear strain of less than 10... -4 In such cases, the dynamic response characteristics are the core parameters for dynamic response analysis and deformation control design, specifically including the initial dynamic shear modulus, the dynamic shear modulus ratio decay curve, and the damping ratio growth curve.

[0003] The methods for determining the small strain state characteristics of soil disclosed in related technologies mainly adopt the borehole wave velocity test method. By using a vibration source to generate compression waves and shear waves, after the compression waves and shear waves propagate through the underground medium, they are received by a detector placed in the borehole to measure the propagation distance and time of the compression waves and shear waves, and the wave velocity can be calculated, thereby determining the soil characteristics of the target area.

[0004] However, the borehole wave velocity testing methods disclosed in related technologies are greatly limited by site conditions and take a long time to complete a single test. They are difficult to implement in complex geological conditions or underwater environments and cannot meet the current practical needs for efficient and economical soil surveying. Summary of the Invention

[0005] This invention provides a method, apparatus, equipment, and storage medium for determining the small strain characteristics of soil, in order to solve the problem that the methods for determining the small strain characteristics of soil disclosed in related technologies are difficult to meet the current practical needs for efficient and economical soil surveying.

[0006] In a first aspect, the present invention provides a method for determining the small strain characteristics of soil, the method comprising: Based on the test data of the in-hole wave velocity at multiple pre-selected points in the target area, the first dynamic shear modulus of each point is obtained by using the dynamic shear wave velocity evaluation method. Based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, a dynamic shear modulus correction model for multiple stress ranges is obtained using a correction model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method. Based on the static cone penetration test data of pore pressure at any point in the target area, combined with the resonant column test data of soil samples in the target area, the dynamic shear modulus correction model of multiple stress ranges is used to obtain the dynamic characteristic parameters of the soil at any point in the target area.

[0007] By adopting the above implementation method, a highly accurate first dynamic shear modulus is first obtained based on a small amount of borehole wave velocity test data from pre-selected points, providing a reliable benchmark for subsequent correction. Then, a dynamic shear modulus correction model for multiple stress ranges is constructed using pore pressure static cone penetration test data combined with the first dynamic shear modulus. Finally, the correction model is combined with the resonant column test curve, and pore pressure static cone penetration test data from any point is used to transform it into continuous and complete soil dynamic characteristic parameters. By using a small amount of high-cost borehole wave velocity test data as a benchmark, the high efficiency, continuity, and economic advantages of pore pressure static cone penetration testing are fully utilized, achieving a balance between accuracy and efficiency, while significantly reducing soil investigation costs and meeting the actual needs of current engineering sites for efficient and economical determination of soil dynamic characteristics.

[0008] In one optional implementation, the second dynamic shear modulus based on each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, is used to obtain a dynamic shear modulus correction model for multiple stress ranges using a correction model construction method, including: Based on the second dynamic shear modulus and the first dynamic shear modulus at each depth for each pre-selected point, the modulus ratio at each depth is obtained using the ratio calculation method. Based on the effective overburden stress at each depth, the modulus ratio at each depth is divided into a series of modulus ratios for multiple stress intervals using a stress interval division method, thereby obtaining the modulus ratio distribution for each stress interval; the stress interval includes at least a high stress region, a low stress region, and an intermediate stress transition region. Based on the modulus ratio distribution of each stress interval, the correction parameters are determined by the correction strategy corresponding to each stress interval, and the correction relationship of each stress interval is obtained, forming a dynamic shear modulus correction model for multiple stress intervals.

[0009] By adopting the above implementation method, firstly, based on the second dynamic shear modulus and the first dynamic shear modulus at the same depth at the same pre-selected point, the modulus deviation characteristics at each depth are calculated using the ratio, ensuring that the establishment of the correction model is based on the measured benchmark; then, based on the effective overburden stress at each depth, the modulus ratio sequence is divided into high stress zone, low stress zone, and intermediate stress transition zone, ensuring that the deviation characteristics in each stress interval have a uniform trend, avoiding local distortion caused by uniform correction across the entire stress range; finally, correction parameters are determined for the correction strategy corresponding to each stress interval, resulting in a dynamic shear modulus correction model for each stress interval, significantly improving the applicability and accuracy of the final dynamic shear modulus correction model across the entire stress range.

[0010] In one optional implementation, the step of determining correction parameters based on the modulus ratio distribution of each stress interval using a correction strategy corresponding to each stress interval, obtaining the correction relationship for each stress interval, and forming a dynamic shear modulus correction model for multiple stress intervals includes: Based on the modulus ratio distribution in the high stress range, and combined with the soil type information of soil samples at different depths within the corresponding high stress range, the high stress correction method is used to obtain the correction relationship of the high stress range. Based on the modulus ratio distribution in the low-stress range, a correction relationship in the low-stress range is obtained using a specified coefficient correction strategy. Combining the correction relationships for the high-stress range and the low-stress range, the correction relationship for the intermediate stress transition range is determined using an effective stress linear interpolation strategy. By combining the correction relationships of the high-stress zone, the low-stress zone, and the intermediate stress transition zone, a dynamic shear modulus correction model for multiple stress zones is constructed using a model integration method.

[0011] By employing the above implementation methods, within the high-stress range, a correction relationship is established based on the modulus ratio distribution and soil type information of soil samples at different depths using a high-stress correction method. This ensures that the final high-stress range correction relationship reflects the differentiated mechanical responses of different soil types under high stress levels. For the low-stress range, a correction strategy with specified coefficients is adopted based on the statistical distribution characteristics of the modulus ratio to avoid correction distortion caused by parameter complexity under low-stress conditions. Finally, based on the high-stress and low-stress range correction relationships, a linear interpolation strategy for effective stress is used to determine the correction relationship for the intermediate stress transition zone, ensuring a smooth transition of the correction model across the entire stress range. Finally, the correction relationships of each range are integrated to form a segmented correction model covering the entire stress range, ensuring that each stress range adopts a correction strategy matching its deviation characteristics. This provides an accurate and reliable correction basis for subsequent determination of the dynamic shear modulus based on pore pressure static cone penetration test data at arbitrary points.

[0012] In one optional implementation, the modulus ratio distribution based on the high stress range, combined with soil type information of soil samples at different depths within the corresponding high stress range, is used to obtain the high stress range correction relationship using a high stress correction method, including: When the soil type information at a certain depth in the high stress range is cohesive soil, based on the modulus ratio distribution in the high stress range and the plasticity index of the corresponding soil sample, the plasticity index correlation correction method is used to establish the correction relationship between the modulus ratio and the plasticity index, and the correction relationship of cohesive soil in the high stress range is obtained. When the soil type information at a certain depth in the high stress zone is non-cohesive soil, based on the modulus ratio distribution of the high stress zone and the relative density of the corresponding soil sample, the correction relationship of the modulus ratio with the change of relative density is established using the relative density correlation correction method, and the correction relationship of non-cohesive soil in the high stress zone is obtained.

[0013] By adopting the above implementation method, differentiated correction strategies are used based on soil type information within the high stress range: when the soil type is cohesive, a correction relationship between the modulus ratio and the plasticity index is established based on the plasticity index, so that the correction model can reflect the regulatory effect of the plasticity level of cohesive soil on the modulus deviation; when the soil type is non-cohesive, a correction relationship between the modulus ratio and the relative density is established based on the relative density, so that the correction parameter is directly related to the compaction degree of the soil, ensuring that the correction relationship in the high stress range can accurately match the physical and mechanical properties of different soil types, and significantly improving the adaptability and accuracy of the correction model under different soil conditions.

[0014] In one optional implementation, the modulus ratio distribution based on the low-stress range, using a specified coefficient correction strategy, yields a correction relationship for the low-stress range, including: Based on the modulus ratio in the low-stress range, statistical analysis methods are used to obtain the distribution characteristics of the modulus ratio in the low-stress range. Based on the distribution characteristics of the modulus ratio in the low-stress region, the correction parameters for the low-stress region are obtained using a specified coefficient fitting method. Based on the low-stress zone correction parameters, the correlation between the modulus ratio of the low-stress zone and the corrected modulus is established using the correction relationship construction method, thus obtaining the low-stress zone correction relationship.

[0015] By adopting the above implementation method, within the low-stress range, statistical analysis is first used to obtain the distribution characteristics such as the central tendency and dispersion of the modulus ratio, so that the determination of the correction coefficient has a data basis; then, based on the distribution characteristics, a uniform correction parameter is determined using a specified coefficient fitting method to avoid correction deviations caused by individual data anomalies; finally, a quantitative correlation is established between the modulus ratio and the corrected modulus to obtain the correction relationship in the low-stress range, making the correction in the low-stress range consistent and repeatable, and providing reliable boundary conditions for subsequent linear interpolation in the intermediate stress transition zone.

[0016] In one optional implementation, the static cone penetration test data based on pore pressure at any point in the target area, combined with the resonant column test data of soil samples within the target area, is corrected using a dynamic shear modulus correction model for multiple stress ranges to obtain the dynamic characteristic parameters of the soil at any point in the target area, including: Based on the static cone penetration test data of the pore pressure at each point in the target area, the second dynamic shear modulus at each point is obtained using an empirical evaluation method. Based on multiple depths at each point, the stress interval determination method is used to determine the stress interval at each depth of the corresponding point, and the dynamic shear modulus correction model of the corresponding stress interval is used to correct it, so as to obtain the corrected dynamic shear modulus at each depth of the corresponding point. Based on the corrected dynamic shear modulus at each depth for each point, and combined with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve in the resonant column test data of the soil sample, the dynamic shear modulus and damping ratio for each point are obtained using the dynamic characteristic parameter determination method.

[0017] By adopting the above implementation method, firstly, the pore pressure static cone penetration test data at any point is converted into a second dynamic shear modulus using an empirical evaluation method; then, the stress range to which each point belongs is determined according to the stress state at each depth, and the dynamic shear modulus correction model of the corresponding stress range is called for correction, so that the modulus correction at each depth is accurately matched with the actual stress level, avoiding local deviations caused by uniform correction across the entire depth; finally, the corrected dynamic shear modulus is substituted into the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve obtained from the resonant column test to obtain the dynamic shear modulus and damping ratio at any shear strain level at that point. Combining the corrected dynamic shear modulus with the normalized curve shape enables the pore pressure static cone penetration test data to output a complete dynamic characteristic parameter profile, achieving the goal of obtaining continuous and efficient measurement of soil dynamic characteristic parameters across the entire target area.

[0018] In one optional implementation, the dynamic shear modulus and damping ratio at each point are obtained by combining the corrected dynamic shear modulus at each depth with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve from the resonant column test data of the soil sample, using a dynamic characteristic parameter determination method, including: Based on the corrected dynamic shear modulus at each depth of each point, the initial dynamic shear modulus of each point is obtained by using the parameter extraction method. Based on the initial dynamic shear modulus of each point, and combined with the normalized dynamic shear modulus ratio decay curve in the resonance column test data of the soil sample at the corresponding point, the dynamic shear modulus of the corresponding point under any preset shear strain is obtained by using the modulus ratio determination method. Based on the initial dynamic shear modulus of each point and the damping ratio growth curve in the resonance column test data of the soil sample, the damping ratio of the corresponding point under any preset shear strain is obtained using the damping ratio determination method.

[0019] By adopting the above implementation method, the initial dynamic shear modulus of each point is extracted based on the corrected dynamic shear modulus of each point, ensuring that subsequent calculations are based on the accurate in-situ modulus. Then, the initial dynamic shear modulus is substituted into the normalized dynamic shear modulus ratio decay curve to obtain the dynamic shear modulus at any preset shear strain level, realizing the expansion from a single initial value to the modulus curve of the full strain range. Then, combined with the damping ratio growth curve, the damping ratio at the corresponding strain level is determined, so that the pore pressure static cone penetration test data can output complete dynamic characteristic parameters at any depth and any strain level, significantly improving the efficiency and convenience of soil exploration.

[0020] Secondly, the present invention provides a device for measuring the small strain characteristics of soil, the device comprising: The benchmark data determination module is used to obtain the first dynamic shear modulus for each point based on the test data of the in-hole wave velocity at multiple pre-selected points in the target area and the dynamic shear wave velocity evaluation method. The modified model construction module is used to obtain a modified dynamic shear modulus model for multiple stress ranges based on the second dynamic shear modulus of each pre-selected point in the target area and the first dynamic shear modulus of the soil sample at the corresponding point using the modified model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method; The characteristic parameter derivation module is used to obtain the dynamic characteristic parameters of the soil at any point in the target area by combining the static cone penetration test data of pore pressure at any point in the target area with the resonance column test data of the soil sample in the target area and correcting it with the dynamic shear modulus correction model of multiple stress ranges.

[0021] Thirdly, the present invention provides an electronic device, comprising: a memory and a processor, the memory and the processor being communicatively connected to each other, the memory storing computer instructions, and the processor executing the computer instructions to perform the method for determining small strain characteristics of soil as described in the first aspect or any corresponding embodiment.

[0022] Fourthly, the present invention provides a computer-readable storage medium storing computer instructions for causing a computer to execute the method for determining small strain characteristics of soil according to the first aspect or any corresponding embodiment described above. Attached Figure Description

[0023] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0024] Figure 1 This is a schematic flowchart of the first method for determining the small strain characteristics of soil according to an embodiment of the present invention. Figure 2 This is a layered schematic diagram of the static cone penetration test data at a predetermined point; Figure 3 This is a schematic diagram of the second process for determining the small strain characteristics of soil according to an embodiment of the present invention; Figure 4 A comparison diagram showing the second dynamic shear modulus and the first dynamic shear modulus at a predetermined point under multiple overburden stresses; Figure 5 This is a schematic diagram of the third process for determining the small strain characteristics of soil according to an embodiment of the present invention. Figure 6 This diagram shows a comparison between the second dynamic shear modulus and the first dynamic shear modulus at a predetermined point under multiple overburden stresses. Figure 7 This is a structural block diagram of a soil small strain characteristic measuring device according to an embodiment of the present invention; Figure 8 This is a schematic diagram of the hardware structure of an electronic device according to an embodiment of the present invention. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0026] It is understood that before using the technical solutions disclosed in the various embodiments of the present invention, users should be informed of the types, scope of use, and usage scenarios of the personal information involved in the present invention and their authorization should be obtained in accordance with relevant laws and regulations through appropriate means.

[0027] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0028] In the related technology, the method for determining the small strain characteristics of soil uses borehole wave velocity testing to obtain the shear modulus of the soil. By adopting the single-hole method of self-excitation and self-reception in the borehole, a suspended wave velocity logging instrument set in the borehole is used to perform cross-correlation analysis on the shear wave signals received by two receiving probes, calculate the time difference of shear wave propagation between the two receiving probes, and then calculate the shear wave velocity of the stratum at the test depth based on the distance between the two probes and the propagation time difference, thereby determining the dynamic shear modulus of the target soil layer.

[0029] However, the open-hole wave velocity testing methods disclosed in related technologies require drilling for each test point. In sites with deep overburden or complex geological conditions, drilling depths often reach tens or even hundreds of meters, necessitating specialized vibration source equipment, high-sensitivity detectors, and precision data acquisition systems. The cross-hole method requires drilling multiple parallel boreholes simultaneously. While the single-hole method is relatively simpler, the spacing between test points is typically several meters, failing to reflect the continuous variation of soil depth. The cross-hole method also requires excitation and reception at each of the multiple boreholes, making the process more cumbersome and time-consuming. Furthermore, it demands high borehole quality, making it difficult to implement in complex soil strata such as gravel layers and crushed stone soil, thus failing to meet the current practical needs for efficient and economical soil surveying.

[0030] To overcome the deficiencies disclosed in the aforementioned related technologies, this invention provides a method for determining the small strain characteristics of soil. First, a highly accurate first dynamic shear modulus is obtained based on a small amount of borehole wave velocity test data from pre-selected locations, providing a reliable benchmark for subsequent corrections. Then, a dynamic shear modulus correction model for multiple stress ranges is constructed using pore pressure static cone penetration test data combined with the first dynamic shear modulus. Finally, the correction model is combined with the resonant column test curve, and pore pressure static cone penetration test data from arbitrary locations is used to transform it into continuous and complete soil dynamic characteristic parameters. By utilizing a small amount of high-cost borehole wave velocity test data as a benchmark, the method fully leverages the efficient, continuous, and economical advantages of pore pressure static cone penetration testing, achieving a balance between accuracy and efficiency, while significantly reducing soil investigation costs. This meets the current practical needs of engineering sites for efficient and economical determination of soil dynamic characteristics.

[0031] According to an embodiment of the present invention, a method for determining small strain characteristics of soil is provided. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Furthermore, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0032] This embodiment provides a method for determining the small strain characteristics of soil, which can be used in the aforementioned soil survey server. Figure 1This is a flowchart of a method for determining the small strain characteristics of soil according to an embodiment of the present invention, as shown below. Figure 1 As shown, the process includes the following steps: S101, based on the test data of the wave velocity inside the hole at multiple pre-selected points in the target area, the first dynamic shear modulus of each point is obtained by using the dynamic shear wave velocity evaluation method.

[0033] The target area is the engineering site where the small-strain dynamic characteristics of the soil need to be measured, such as offshore wind farm sites, high-speed railway subgrade sections, and nuclear power plant sites.

[0034] Pre-selected points are representative test well locations chosen within the target area for drilling, borehole wave velocity testing, and borehole pressure static cone penetration testing. These points correspond to the control points of the baseline data.

[0035] Borehole wave velocity test data is obtained by exciting compression waves and shear waves in the borehole through a vibration source, receiving wave signals using a suspended wave velocity logging tool placed at different depths, and calculating wave velocity data by measuring the propagation distance and time of the shear wave. Among these, the shear wave velocity is the core parameter for obtaining the dynamic shear modulus.

[0036] The dynamic shear wave velocity evaluation method is based on measured shear wave velocity and soil mass density, and uses elastic theory formulas to calculate the initial dynamic shear modulus. Specifically, it includes:

[0037] in, This represents the first dynamic shear modulus at any given point; This indicates the soil mass density at the corresponding point. This indicates the measured shear wave velocity at the corresponding point.

[0038] The first dynamic shear modulus is the dynamic shear modulus calculated from the wave velocity test data in the borehole. It is used to reflect the in-situ mechanical properties of the soil under natural stress and can serve as a benchmark value for subsequent corrections.

[0039] Obtaining high-precision in-situ shear modulus of soil by wave velocity testing at a small number of pre-selected points can directly reflect the in-situ mechanical properties of soil under natural stress. This facilitates the construction of precision control anchors for full-field measurement with limited wave velocity testing input, providing a reliable benchmark for the calibration of subsequent pore pressure static cone penetration test data.

[0040] S102, based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, a dynamic shear modulus correction model for multiple stress ranges is obtained using a correction model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method.

[0041] The second dynamic shear modulus is the initial dynamic shear modulus obtained by processing the static cone penetration test data of the borehole pressure at each pre-selected point using an empirical evaluation method.

[0042] The empirical evaluation method is based on the static cone penetration test data and calculates the initial dynamic shear modulus using existing empirical formulas.

[0043] The pore pressure static cone penetration test data is obtained by continuously recording the cone tip resistance, side wall friction and pore water pressure by pressing a cone probe into the soil at a constant speed. It is used to provide a profile of mechanical parameters over a continuous depth range.

[0044] Reference Figure 2 As shown, Figure 2 A layered schematic diagram of static cone penetration test data for pore pressure at a predetermined point.

[0045] The modified model construction method is a technical means to compare the first dynamic shear modulus and the second dynamic shear modulus at the same depth in the same hole position, analyze the variation law of the first dynamic shear modulus and the second dynamic shear modulus with stress level, and establish the modified relationship for different stress ranges.

[0046] The stress range is a range of stresses defined based on the effective overburden stress. For example, the region with an effective overburden stress greater than or equal to 300 kPa is designated as a high-stress region, the region with an effective overburden stress less than or equal to 100 kPa is designated as a low-stress region, and the region with an effective overburden stress between 100 kPa and 300 kPa is designated as an intermediate stress transition region.

[0047] The dynamic shear modulus correction model establishes a quantitative correction relationship between the first dynamic shear modulus and the second dynamic shear modulus for different stress ranges. It is used to convert the static cone penetration test data of pore pressure using empirical evaluation methods into the corrected dynamic shear modulus.

[0048] By comparing the ratio of the first dynamic shear modulus to the second dynamic shear modulus at the same depth in the same preset hole position, the variation law of the ratio with stress level is analyzed, and the difference in the deviation characteristics of the modulus ratio in different stress ranges is determined. For example, the second dynamic shear modulus is lower than the first dynamic shear modulus in the high stress region, while the opposite is true in the low stress region. Furthermore, correction relationships for different stress regions are established according to the high stress region, low stress region, and intermediate transition region, so that each stress range adopts a correction strategy that matches its deviation characteristics, thereby reducing the error between the second dynamic shear modulus and the first dynamic shear modulus under any stress level, and providing an accurate correction model for subsequent continuous measurement across the entire field.

[0049] S103, based on the static cone penetration test data of pore pressure at any point in the target area, combined with the resonance column test data of soil samples in the target area, and corrected using the dynamic shear modulus correction model of multiple stress ranges, obtains the dynamic characteristic parameters of soil at any point in the target area.

[0050] Arbitrary points are monitoring wells in the target area other than the pre-selected wells, which are used as the data basis for the subsequent determination of soil dynamic characteristic parameters at arbitrary points in the target area. They are the application objects for this method to achieve efficient measurement.

[0051] The soil samples are undisturbed soil samples collected during drilling at pre-selected locations and are used for subsequent indoor resonant column tests.

[0052] The resonant column test data are the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve obtained from indoor resonant column tests on collected soil samples. The normalized dynamic shear modulus ratio decay curve describes the decrease in shear modulus with increasing shear strain, while the damping ratio growth curve describes the increase in damping ratio with increasing shear strain.

[0053] The dynamic shear modulus correction model for multiple stress ranges is a constructed dynamic shear modulus correction model covering the entire stress range. It is used to correct the static cone penetration test data of pore pressure at any point to a high-precision modulus consistent with the in-situ wave velocity reference by using empirical evaluation methods.

[0054] The dynamic properties of soil are the complete mechanical parameters of the soil within the small strain range of the final output, including dynamic shear modulus, dynamic shear modulus at any shear strain level, damping ratio, and reference shear strain required for the small strain model of hardened soil.

[0055] By combining the dynamic shear modulus correction model for multiple stress ranges with the normalized curve constructed using resonant column test data, complete dynamic characteristic parameters of the entire strain range can be obtained at any point using only low-cost pore pressure static cone penetration test data. This expands the pore pressure static cone penetration test data into a complete profile of modulus and damping ratio at any depth and strain level, significantly improving the utilization value of the exploration data and meeting the needs of actual engineering sites for continuous, efficient, and economical determination of soil dynamic characteristics.

[0056] This embodiment provides a method for determining the small strain characteristics of soil. First, a highly accurate first dynamic shear modulus is obtained based on a small amount of borehole wave velocity test data from a few pre-selected points, providing a reliable benchmark for subsequent corrections. Then, a dynamic shear modulus correction model for multiple stress ranges is constructed using pore pressure static cone penetration test data combined with the first dynamic shear modulus. Finally, the correction model is combined with the resonant column test curve, and pore pressure static cone penetration test data from any point is used to transform it into continuous and complete soil dynamic characteristic parameters. By using a small amount of high-cost borehole wave velocity test data as a benchmark, the method fully leverages the high efficiency, continuity, and economic advantages of pore pressure static cone penetration testing, achieving a balance between accuracy and efficiency, while significantly reducing soil investigation costs and meeting the current practical needs of engineering sites for efficient and economical determination of soil dynamic characteristics.

[0057] This embodiment provides a method for determining the small strain characteristics of soil, which can be used in the aforementioned soil survey server. Figure 3 This is a flowchart of a method for determining the small strain characteristics of soil according to an embodiment of the present invention, as shown below. Figure 3 As shown, the process includes the following steps: S301, based on the borehole wave velocity test data at multiple pre-selected points in the target area, uses the dynamic shear wave velocity evaluation method to obtain the first dynamic shear modulus for each point. For details, please refer to [link to relevant documentation]. Figure 1 S101 of the illustrated embodiment will not be described again here.

[0058] S302, based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, a modified model for the dynamic shear modulus in multiple stress ranges is obtained using a modified model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method. For details, please refer to [link to details]. Figure 1 S102 of the illustrated embodiment will not be described again here.

[0059] Specifically, S302 above includes: S3021, based on the second dynamic shear modulus and the first dynamic shear modulus at each depth for each pre-selected point, the modulus ratio at each depth is obtained using a ratio calculation method.

[0060] For example, for each pre-selected point, the pore pressure static cone penetration test data of each pre-selected point are processed using an empirical evaluation method to obtain the second dynamic shear modulus. Simultaneously, using the first dynamic shear modulus as a benchmark value, the analysis compares the second dynamic shear modulus with the first dynamic shear modulus under different effective overburden stresses. The ratio relationship below.

[0061] Specifically, the second dynamic shear modulus at any point when the soil type is cohesive soil satisfies the following:

[0062] in, The second dynamic shear modulus represents the value of any point in cohesive soil. This represents the cone tip resistance in the pore pressure correction of the static cone penetration test data at the corresponding point; This indicates the ratio of pore pressure parameters in the static cone penetration test data for the corresponding point.

[0063] Specifically, the second dynamic shear modulus at any point when the soil type is non-cohesive soil satisfies the following:

[0064] in, The second dynamic shear modulus represents the value of any point in a non-cohesive soil. This represents the cone tip resistance in the static cone penetration test data at the corresponding point; This indicates the effective overburden stress at the corresponding point.

[0065] S3022, based on the effective overburden stress at each depth, the modulus ratio at each depth is divided into a sequence of modulus ratios for multiple stress intervals using a stress interval division method, thereby obtaining the modulus ratio distribution for each stress interval; the stress interval includes at least a high stress zone, a low stress zone, and an intermediate stress transition zone.

[0066] Specifically, areas with an effective overburden stress greater than or equal to 300 kPa are designated as high-stress areas, areas with an effective overburden stress less than or equal to 100 kPa are designated as low-stress areas, and areas with an effective overburden stress of 100 kPa and less than 300 kPa are designated as intermediate stress transition areas.

[0067] S3023, based on the modulus ratio distribution of each stress interval, uses the correction strategy corresponding to each stress interval to determine the correction parameters, obtains the correction relationship of each stress interval, and forms a dynamic shear modulus correction model for multiple stress intervals.

[0068] Reference Figure 4 , Figure 4 This is a comparison diagram showing the second dynamic shear modulus and the first dynamic shear modulus at a predetermined point under multiple overburden stresses.

[0069] Specifically, S3023 above includes: a1. Based on the modulus ratio distribution in the high stress range, combined with soil type information of soil samples at different depths in the corresponding high stress range, the high stress correction method is used to obtain the correction relationship of the high stress range.

[0070] For example, the above a1 can be implemented as follows: When the soil type information at a certain depth in the high stress range is cohesive soil, based on the modulus ratio distribution in the high stress range and the plasticity index of the corresponding soil sample, the plasticity index correlation correction method is used to establish the correction relationship between the modulus ratio and the plasticity index, and the correction relationship of cohesive soil in the high stress range is obtained. When the soil type information at a certain depth in the high stress zone is non-cohesive soil, based on the modulus ratio distribution in the high stress zone and the relative density of the corresponding soil sample, the correction relationship of the modulus ratio with the change of relative density is established using the relative density correlation correction method, and the correction relationship of non-cohesive soil in the high stress zone is obtained.

[0071] By employing differentiated correction strategies based on soil type information within the high-stress range: when the soil type is cohesive, a correction relationship is established based on the plasticity index to reflect the modulus ratio changing with the plasticity index, enabling the correction model to reflect the regulatory effect of the plasticity level of cohesive soil on the modulus deviation; when the soil type is non-cohesive, a correction relationship is established based on the relative density to reflect the modulus ratio changing with the relative density, making the correction parameters directly related to the compaction degree of the soil, ensuring that the correction relationship in the high-stress range can accurately match the physical and mechanical properties of different soil types, significantly improving the adaptability and accuracy of the correction model under different soil conditions.

[0072] a2, based on the modulus ratio distribution in the low stress range, uses a specified coefficient correction strategy to obtain the correction relationship in the low stress range.

[0073] For example, the above a2 can be implemented as follows: Based on the modulus ratio in the low-stress range, statistical analysis methods are used to obtain the distribution characteristics of the modulus ratio in the low-stress range. Based on the distribution characteristics of the modulus ratio in the low-stress region, the correction parameters for the low-stress region are obtained using a specified coefficient fitting method. Based on the correction parameters for the low-stress zone, the correlation between the modulus ratio and the corrected modulus in the low-stress zone is established using the correction relationship construction method, thus obtaining the correction relationship for the low-stress zone.

[0074] By first employing statistical analysis methods to obtain the distribution characteristics of the modulus ratio, such as the central tendency and dispersion, within the low-stress range, the determination of the correction coefficient has a data basis. Then, based on the distribution characteristics, a uniform correction parameter is determined using a specified coefficient fitting method to avoid correction deviations caused by individual data anomalies. Finally, a quantitative correlation is established between the modulus ratio and the corrected modulus to obtain the correction relationship in the low-stress range, ensuring the consistency and repeatability of the correction in the low-stress range, and providing reliable boundary conditions for subsequent linear interpolation in the intermediate stress transition zone.

[0075] a3. Combining the correction relationships of the high stress range and the low stress range, the correction relationship of the intermediate stress transition range is determined by using the effective stress linear interpolation strategy. a4, combining the correction relationships of the high stress zone, low stress zone, and intermediate stress transition zone, uses the model integration method to construct a dynamic shear modulus correction model for multiple stress zones.

[0076] For example, the above-described dynamic shear modulus correction model can be implemented as follows:

[0077] in, This represents the corrected dynamic shear modulus at any point, as output by the dynamic shear modulus correction model. This represents the second dynamic shear modulus at the corresponding point. This indicates the relative density at the corresponding point. This indicates the effective overburden stress at the corresponding point.

[0078] By establishing correction relationships for the high-stress range based on the modulus ratio distribution and soil type information from soil samples at different depths, a high-stress correction method is used to ensure that the final high-stress range correction relationship reflects the differentiated mechanical responses of different soil types under high stress levels. For the low-stress range, a correction strategy with specified coefficients is adopted based on the statistical distribution characteristics of the modulus ratio to avoid correction distortion caused by parameter complexity under low-stress conditions. Finally, based on the high-stress and low-stress range correction relationships, a linear interpolation strategy for effective stress is used to determine the correction relationship for the intermediate stress transition zone, ensuring a smooth transition of the correction model across the entire stress range. Finally, the correction relationships of each range are integrated to form a segmented correction model covering the entire stress range, ensuring that each stress range adopts a correction strategy that matches its deviation characteristics, providing an accurate and reliable correction basis for subsequent determination of dynamic shear modulus based on pore pressure static cone penetration test data at arbitrary points.

[0079] S303, based on pore pressure static cone penetration test data at arbitrary points in the target area, combined with resonant column test data of soil samples within the target area, uses a dynamic shear modulus correction model across multiple stress ranges for correction, to obtain the dynamic characteristic parameters of the soil at arbitrary points in the target area. For details, please refer to [link to relevant documentation]. Figure 1 S103 of the illustrated embodiment will not be described again here.

[0080] This embodiment provides a method for determining the small strain characteristics of soil, which can be used in the aforementioned soil survey server. Figure 5 This is a flowchart of a method for determining the small strain characteristics of soil according to an embodiment of the present invention, as shown below. Figure 5 As shown, the process includes the following steps: S501, based on the borehole wave velocity test data at multiple pre-selected points in the target area, uses the dynamic shear wave velocity evaluation method to obtain the first dynamic shear modulus for each point. For details, please refer to [link to relevant documentation]. Figure 1 S101 of the illustrated embodiment will not be described again here.

[0081] S502, based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, a modified model for the dynamic shear modulus in multiple stress ranges is obtained using a modified model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method. For details, please refer to [link to details]. Figure 1 S102 of the illustrated embodiment will not be described again here.

[0082] S503, based on the static cone penetration test data of pore pressure at any point in the target area, combined with the resonance column test data of soil samples in the target area, uses a dynamic shear modulus correction model for multiple stress ranges to obtain the dynamic characteristic parameters of the soil at any point in the target area.

[0083] Specifically, the aforementioned S503 includes: S5031, based on the static cone penetration test data of the pore pressure at each point in the target area, the second dynamic shear modulus at each point is obtained using an empirical evaluation method.

[0084] S5032, based on multiple depths at each point, uses the stress interval determination method to determine the stress interval at each depth of the corresponding point, and uses the dynamic shear modulus correction model of the corresponding stress interval to correct it, so as to obtain the corrected dynamic shear modulus at each depth of the corresponding point. S5033, based on the corrected dynamic shear modulus at each depth of each point, combined with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve in the resonance column test data of the soil sample, the dynamic shear modulus and damping ratio corresponding to each point are obtained by using the dynamic characteristic parameter determination method.

[0085] For example, the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve in the resonant column test data of soil samples satisfy the following:

[0086]

[0087] in, This indicates the dynamic shear strain amplitude at a given value. Secant shear modulus of the underlying soil; This represents the small-strain shear modulus of the soil, which is the corrected dynamic shear modulus obtained earlier. This indicates the magnitude of the shear strain generated in the soil under cyclic loading; This represents the damping ratio, which corresponds to the ability of soil to dissipate energy due to hysteresis during cyclic loading.

[0088] Reference Figure 6 , Figure 6 This represents the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve of silt at 6m, 17m, and 47m of a preset point, based on the method for determining the small strain characteristics of soil. This represents the decay curve of the normalized dynamic shear modulus ratio; This represents the damping ratio growth curve.

[0089] Specifically, the above S5033 can be implemented as follows: b1, based on the corrected dynamic shear modulus at each depth of each point, the initial dynamic shear modulus of each point is obtained by using the parameter extraction method; b2. Based on the initial dynamic shear modulus of each point, combined with the normalized dynamic shear modulus ratio decay curve in the resonance column test data of the soil sample at the corresponding point, the dynamic shear modulus of the corresponding point under any preset shear strain is obtained by using the modulus ratio determination method. b3. Based on the initial dynamic shear modulus of each point and the damping ratio growth curve in the resonance column test data of the soil sample, the damping ratio of the corresponding point under any preset shear strain is obtained by using the damping ratio determination method.

[0090] By extracting the initial dynamic shear modulus of each point based on the corrected dynamic shear modulus, subsequent calculations are ensured to be based on the accurate in-situ modulus. Then, the initial dynamic shear modulus is substituted into the normalized dynamic shear modulus ratio decay curve to obtain the dynamic shear modulus at any preset shear strain level, realizing the expansion from a single initial value to the modulus curve of the full strain range. Then, combined with the damping ratio growth curve, the damping ratio at the corresponding strain level is determined, so that the pore pressure static cone penetration test data can output complete dynamic characteristic parameters at any depth and any strain level, significantly improving the efficiency and convenience of soil exploration.

[0091] First, empirical evaluation methods are used to convert the static cone penetration test data at any point into a second dynamic shear modulus. Then, the stress range of each point at each depth is determined, and the dynamic shear modulus correction model for the corresponding stress range is called for correction, so that the modulus correction at each depth is accurately matched with the actual stress level, avoiding local deviations caused by uniform correction across the entire depth. Finally, the corrected dynamic shear modulus is substituted into the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve obtained from the resonant column test to obtain the dynamic shear modulus and damping ratio at any shear strain level at that point. Combining the corrected dynamic shear modulus with the normalized curve shape enables the static cone penetration test data to output a complete dynamic characteristic parameter profile, achieving the goal of obtaining continuous and efficient measurement of soil dynamic characteristic parameters across the entire target area.

[0092] This embodiment also provides a soil small strain characteristic measuring device, which is used to implement the above embodiments and preferred embodiments, and will not be repeated as described previously. As used below, the term "module" can be a combination of software and / or hardware that performs a predetermined function. Although the device described in the following embodiments is preferably implemented in software, hardware implementation, or a combination of software and hardware, is also possible and contemplated.

[0093] This embodiment provides a device for measuring the small strain characteristics of soil, such as... Figure 7 As shown, the device includes: The reference data determination module 710 is used to obtain the first dynamic shear modulus for each point based on the test data of the in-hole wave velocity at multiple pre-selected points in the target area and the dynamic shear wave velocity evaluation method. The modified model construction module 720 is used to obtain a modified dynamic shear modulus model for multiple stress ranges based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, using the modified model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method. The characteristic parameter derivation module 730 is used to obtain the dynamic characteristic parameters of the soil at any point in the target area by combining the static cone penetration test data of pore pressure at any point in the target area with the resonance column test data of the soil sample in the target area and using the dynamic shear modulus correction model of multiple stress ranges.

[0094] In some alternative implementations, the modified model building module 720 includes: The data comparison unit is used to obtain the modulus ratio at each depth based on the second dynamic shear modulus and the first dynamic shear modulus at each pre-selected point using a ratio calculation method. The interval division unit is used to divide the modulus ratio at each depth into a series of modulus ratios for multiple stress intervals based on the effective overburden stress at each depth using the stress interval division method, thereby obtaining the modulus ratio distribution for each stress interval; the stress interval includes at least a high stress region, a low stress region, and an intermediate stress transition region. The model generation unit is used to determine the correction parameters based on the modulus ratio distribution of each stress interval and the correction strategy corresponding to each stress interval, thereby obtaining the correction relationship of each stress interval and forming a dynamic shear modulus correction model for multiple stress intervals.

[0095] In some optional implementations, the model generation unit includes: The first correction subunit is used to obtain the correction relationship of the high stress interval based on the modulus ratio distribution of the high stress interval, combined with the soil type information of soil samples at different depths in the corresponding high stress interval, using the high stress correction method. The second correction sub-unit is used to obtain the correction relationship in the low stress range based on the modulus ratio distribution in the low stress range and using a specified coefficient correction strategy. The third correction sub-unit is used to integrate the correction relationships of the high stress range and the low stress range, and to determine the correction relationship of the intermediate stress transition range by using the effective stress linear interpolation strategy. The model output sub-units are used to integrate the correction relationships of the high stress zone, the low stress zone, and the intermediate stress transition zone. Using the model integration method, a dynamic shear modulus correction model for multiple stress zones is constructed.

[0096] In some alternative implementations, the first correction subunit is specifically used for: When the soil type information at a certain depth in the high stress range is cohesive soil, based on the modulus ratio distribution in the high stress range and the plasticity index of the corresponding soil sample, the plasticity index correlation correction method is used to establish the correction relationship between the modulus ratio and the plasticity index, and the correction relationship of cohesive soil in the high stress range is obtained. When the soil type information at a certain depth in the high stress zone is non-cohesive soil, based on the modulus ratio distribution in the high stress zone and the relative density of the corresponding soil sample, the correction relationship of the modulus ratio with the change of relative density is established using the relative density correlation correction method, and the correction relationship of non-cohesive soil in the high stress zone is obtained.

[0097] In some optional implementations, the second correction subunit is specifically used for: Based on the modulus ratio in the low-stress range, statistical analysis methods are used to obtain the distribution characteristics of the modulus ratio in the low-stress range. Based on the distribution characteristics of the modulus ratio in the low-stress region, the correction parameters for the low-stress region are obtained using a specified coefficient fitting method. Based on the correction parameters for the low-stress zone, the correlation between the modulus ratio and the corrected modulus in the low-stress zone is established using the correction relationship construction method, thus obtaining the correction relationship for the low-stress zone.

[0098] In some optional implementations, the characteristic parameter derivation module 730 includes: The data acquisition unit is used to obtain the second dynamic shear modulus of each point based on the static cone penetration test data of the pore pressure at each point in the target area and using an empirical evaluation method. The data correction unit is used to determine the stress range of each depth at each point based on multiple depths at each point using the stress range determination method, and to correct it using the dynamic shear modulus correction model of the corresponding stress range to obtain the corrected dynamic shear modulus of each depth at the corresponding point. The result fitting unit is used to obtain the dynamic shear modulus and damping ratio for each point based on the corrected dynamic shear modulus at each depth, combined with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve in the resonant column test data of the soil sample, using the dynamic characteristic parameter determination method.

[0099] In some alternative implementations, the result fitting unit is specifically used for: Based on the corrected dynamic shear modulus at each depth of each point, the initial dynamic shear modulus of each point is obtained by using the parameter extraction method. Based on the initial dynamic shear modulus of each point, and combined with the normalized dynamic shear modulus ratio decay curve in the resonance column test data of the soil sample at the corresponding point, the dynamic shear modulus of the corresponding point under any preset shear strain is obtained by using the modulus ratio determination method. Based on the initial dynamic shear modulus of each point and the damping ratio growth curve in the resonance column test data of the soil sample, the damping ratio of the corresponding point under any preset shear strain is obtained using the damping ratio determination method.

[0100] The soil small strain characteristic measuring device provided in this embodiment of the invention can execute the soil small strain characteristic measuring method provided in any embodiment of the invention, and has the corresponding functional modules and beneficial effects for executing the method. Further functional descriptions of the above modules and units are the same as in the corresponding embodiments described above, and will not be repeated here.

[0101] Figure 8 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention.

[0102] The following is a detailed reference. Figure 8This diagram illustrates a suitable structural schematic for implementing an electronic device according to embodiments of the present invention. The electronic device may include a processor (e.g., a central processing unit, graphics processor, etc.) 801, which can perform various appropriate actions and processes based on a program stored in read-only memory (ROM) 802 or a program loaded from memory 808 into random access memory (RAM) 803. The RAM 803 also stores various programs and data required for the operation of the electronic device. The processor 801, ROM 802, and RAM 803 are interconnected via a bus 804. An input / output (I / O) interface 805 is also connected to the bus 804.

[0103] Typically, the following devices can be connected to I / O interface 805: input devices 806 including, for example, touchscreens, touchpads, keyboards, mice, cameras, microphones, accelerometers, gyroscopes, etc.; output devices 807 including, for example, liquid crystal displays (LCDs), speakers, vibrators, etc.; memory devices 808 including, for example, magnetic tapes, hard disks, etc.; and communication devices 809. Communication device 809 allows electronic devices to communicate wirelessly or wiredly with other devices to exchange data. Although Figure 8 Electronic devices with various devices are shown, but it should be understood that it is not required to implement or have all of the devices shown, and more or fewer devices may be implemented or have instead.

[0104] In particular, according to embodiments of the present invention, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of the present invention include a computer program product comprising a computer program carried on a non-transitory computer-readable medium, the computer program containing program code for performing the methods shown in the flowcharts. In such embodiments, the computer program can be downloaded and installed from a network via a communication device 809, or installed from a memory 808, or installed from a ROM 802. When the computer program is executed by the processor 801, it performs the functions defined in the method for determining the small strain characteristics of soil according to embodiments of the present invention.

[0105] Figure 8 The electronic device shown is merely an example and should not be construed as limiting the functionality and scope of use of the embodiments of the present invention.

[0106] This invention also provides a computer-readable storage medium. The methods described above according to embodiments of the invention can be implemented in hardware or firmware, or implemented as computer code that can be recorded on a storage medium, or implemented as computer code downloaded via a network and originally stored on a remote storage medium or a non-transitory machine-readable storage medium and then stored on a local storage medium. Thus, the methods described herein can be processed by software stored on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. The storage medium can be a magnetic disk, optical disk, read-only memory, random access memory, flash memory, hard disk, or solid-state drive, etc.; further, the storage medium can also include combinations of the above types of memory. It is understood that computers, processors, microprocessor controllers, or programmable hardware include storage components capable of storing or receiving software or computer code. When the software or computer code is accessed and executed by the computer, processor, or hardware, the method for determining the small strain characteristics of soil shown in the above embodiments is implemented.

[0107] A portion of this invention can be applied as a computer program product, such as computer program instructions, which, when executed by a computer, can invoke or provide the methods and / or technical solutions according to the invention through the operation of the computer. Those skilled in the art will understand that the forms in which computer program instructions exist in a computer-readable medium include, but are not limited to, source files, executable files, installation package files, etc. Correspondingly, the ways in which computer program instructions are executed by a computer include, but are not limited to: the computer directly executing the instructions, or the computer compiling the instructions and then executing the corresponding compiled program, or the computer reading and executing the instructions, or the computer reading and installing the instructions and then executing the corresponding installed program. Here, the computer-readable medium can be any available computer-readable storage medium or communication medium accessible to a computer.

[0108] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A method for determining the small strain characteristics of soil, characterized in that, The method includes: Based on the test data of the in-hole wave velocity at multiple pre-selected points in the target area, the first dynamic shear modulus of each point is obtained by using the dynamic shear wave velocity evaluation method. Based on the second dynamic shear modulus of each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, a dynamic shear modulus correction model for multiple stress ranges is obtained using a correction model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method. Based on the static cone penetration test data of pore pressure at any point in the target area, combined with the resonant column test data of soil samples in the target area, the dynamic shear modulus correction model of multiple stress ranges is used to obtain the dynamic characteristic parameters of the soil at any point in the target area.

2. The method according to claim 1, characterized in that, The second dynamic shear modulus based on each pre-selected point in the target area, combined with the first dynamic shear modulus of the soil sample at the corresponding point, is used to construct a modified model for dynamic shear modulus in multiple stress ranges, including: Based on the second dynamic shear modulus and the first dynamic shear modulus at each depth for each pre-selected point, the modulus ratio at each depth is obtained using the ratio calculation method. Based on the effective overburden stress at each depth, the modulus ratio at each depth is divided into a series of modulus ratios for multiple stress intervals using a stress interval division method, thereby obtaining the modulus ratio distribution for each stress interval; the stress interval includes at least a high stress region, a low stress region, and an intermediate stress transition region. Based on the modulus ratio distribution of each stress interval, the correction parameters are determined by the correction strategy corresponding to each stress interval, and the correction relationship of each stress interval is obtained, forming a dynamic shear modulus correction model for multiple stress intervals.

3. The method according to claim 2, characterized in that, Based on the modulus ratio distribution of each stress interval, correction parameters are determined using the correction strategy corresponding to each stress interval, resulting in the correction relationship for each stress interval, forming a dynamic shear modulus correction model for multiple stress intervals, including: Based on the modulus ratio distribution in the high stress range, and combined with the soil type information of soil samples at different depths within the corresponding high stress range, the high stress correction method is used to obtain the correction relationship of the high stress range. Based on the modulus ratio distribution in the low-stress range, a correction relationship in the low-stress range is obtained using a specified coefficient correction strategy. Combining the correction relationships for the high-stress range and the low-stress range, the correction relationship for the intermediate stress transition range is determined using an effective stress linear interpolation strategy. By combining the correction relationships of the high-stress zone, the low-stress zone, and the intermediate stress transition zone, a dynamic shear modulus correction model for multiple stress zones is constructed using a model integration method.

4. The method according to claim 3, characterized in that, The modulus ratio distribution based on the high stress range, combined with soil type information of soil samples at different depths within the corresponding high stress range, utilizes a high stress correction method to obtain the high stress range correction relationship, including: When the soil type information at a certain depth in the high stress range is cohesive soil, based on the modulus ratio distribution in the high stress range and the plasticity index of the corresponding soil sample, the plasticity index correlation correction method is used to establish the correction relationship between the modulus ratio and the plasticity index, and the correction relationship of cohesive soil in the high stress range is obtained. When the soil type information at a certain depth in the high stress zone is non-cohesive soil, based on the modulus ratio distribution of the high stress zone and the relative density of the corresponding soil sample, the correction relationship of the modulus ratio with the change of relative density is established using the relative density correlation correction method, and the correction relationship of non-cohesive soil in the high stress zone is obtained.

5. The method according to claim 3, characterized in that, The modulus ratio distribution based on the low-stress range, using a specified coefficient correction strategy, yields the correction relationship for the low-stress range, including: Based on the modulus ratio in the low-stress range, statistical analysis methods are used to obtain the distribution characteristics of the modulus ratio in the low-stress range. Based on the distribution characteristics of the modulus ratio in the low-stress region, the correction parameters for the low-stress region are obtained using a specified coefficient fitting method. Based on the low-stress zone correction parameters, the correlation between the modulus ratio of the low-stress zone and the corrected modulus is established using the correction relationship construction method, thus obtaining the low-stress zone correction relationship.

6. The method according to claim 1, characterized in that, The static cone penetration test data based on pore pressure at any point in the target area, combined with the resonant column test data of soil samples within the target area, is corrected using a dynamic shear modulus correction model for multiple stress ranges to obtain the dynamic characteristic parameters of the soil at any point in the target area, including: Based on the static cone penetration test data of the pore pressure at each point in the target area, the second dynamic shear modulus at each point is obtained using an empirical evaluation method. Based on multiple depths at each point, the stress interval determination method is used to determine the stress interval at each depth of the corresponding point, and the dynamic shear modulus correction model of the corresponding stress interval is used to correct it, so as to obtain the corrected dynamic shear modulus at each depth of the corresponding point. Based on the corrected dynamic shear modulus at each depth for each point, and combined with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve in the resonant column test data of the soil sample, the dynamic shear modulus and damping ratio for each point are obtained using the dynamic characteristic parameter determination method.

7. The method according to claim 6, characterized in that, The modified dynamic shear modulus at each depth for each point, combined with the normalized dynamic shear modulus ratio decay curve and damping ratio growth curve from the resonant column test data of the soil sample, is used to determine the dynamic shear modulus and damping ratio for each point using a dynamic characteristic parameter determination method, including: Based on the corrected dynamic shear modulus at each depth of each point, the initial dynamic shear modulus of each point is obtained by using the parameter extraction method. Based on the initial dynamic shear modulus of each point, and combined with the normalized dynamic shear modulus ratio decay curve in the resonance column test data of the soil sample at the corresponding point, the dynamic shear modulus of the corresponding point under any preset shear strain is obtained by using the modulus ratio determination method. Based on the initial dynamic shear modulus of each point and the damping ratio growth curve in the resonance column test data of the soil sample, the damping ratio of the corresponding point under any preset shear strain is obtained using the damping ratio determination method.

8. A device for measuring the small strain characteristics of soil, characterized in that, The device includes: The benchmark data determination module is used to obtain the first dynamic shear modulus for each point based on the test data of the in-hole wave velocity at multiple pre-selected points in the target area and the dynamic shear wave velocity evaluation method. The modified model construction module is used to obtain a modified dynamic shear modulus model for multiple stress ranges based on the second dynamic shear modulus of each pre-selected point in the target area and the first dynamic shear modulus of the soil sample at the corresponding point using the modified model construction method; the second dynamic shear modulus is obtained by processing the pore pressure static cone penetration test data of each pre-selected point using an empirical evaluation method; The characteristic parameter derivation module is used to obtain the dynamic characteristic parameters of the soil at any point in the target area by combining the static cone penetration test data of pore pressure at any point in the target area with the resonance column test data of the soil sample in the target area and correcting it with the dynamic shear modulus correction model of multiple stress ranges.

9. An electronic device, characterized in that, include: A memory and a processor are interconnected, the memory stores computer instructions, and the processor executes the method for determining the small strain characteristics of soil as described in any one of claims 1 to 7 by executing the computer instructions.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer instructions for causing the computer to execute the method for determining the small strain characteristics of soil as described in any one of claims 1 to 7.

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