A slope exploration method, system and device for complex hydrogeological environment

Abstract

The application discloses a kind of complex hydrogeological environment-oriented slope exploration method, system and equipment, it is related to geological exploration and disaster prevention technical field, method includes: according to the engineering geological characteristics corresponding to each type of slope, define the emphasis of targeted exploration;According to the emphasis of targeted exploration, through multi-means collaborative exploration mode, collect slope basic geological information;Based on internet dynamic sounding process and grading pumping test, obtain the hydrological characteristic parameter of target slope, through K-means clustering assignment algorithm combined with three-dimensional kriging interpolation algorithm, high-precision three-dimensional geological model of target slope is obtained by fusion;According to the slope stability analysis result output by high-precision three-dimensional geological model, complete the component parameter optimization of flexible protection structure and collaborative control configuration design, obtain the slope management implementation scheme adapted to complex hydrogeological environment.The application provides a kind of targeted exploration, adaptation complex hydrological environment and high exploration precision slope exploration and collaborative control.

Description

Technical Field

[0001] This application relates to the field of geological exploration and disaster prevention technology, and in particular to a slope exploration method, system and equipment for complex hydrogeological environments. Background Technology

[0002] Under complex hydrogeological conditions, slope engineering faces multiple technical challenges in investigation and treatment. Existing slope investigation generally adopts standardized and universal operating procedures, which fail to fully consider the essential differences in instability mechanisms and control factors of different lithological slopes. This results in insufficient characterization of the structural plane combination characteristics in rock slopes, the spatial variability of soil strength parameters in soil slopes, and the stability of underlying bedrock in semi-rock and semi-soil slopes, making it difficult to support refined risk assessment.

[0003] Meanwhile, hydrological parameter measurements are easily affected by water level fluctuations and stratigraphic heterogeneity, resulting in insufficient data timeliness and accuracy; the construction of three-dimensional geological models relies on a single data source, and the accuracy is difficult to meet the engineering design requirements in complex environments; the flexible protection system built on this basis often does not consider the impact of complex hydrogeological conditions on the structural stress state, and problems such as steel column buckling, anchorage failure and drainage system blockage occur frequently, making it difficult to guarantee the accuracy of exploration and the effectiveness of treatment.

[0004] Therefore, there is an urgent need for a targeted exploration and collaborative prevention and control technology solution for slope exploration that is adapted to complex hydrological environments. Summary of the Invention

[0005] In order to overcome the shortcomings of existing technologies, this application provides a slope exploration and collaborative prevention and control technology solution that is targeted, adaptable to complex hydrological environments, and has high exploration accuracy. This application provides a slope exploration method, system, and equipment for complex hydrogeological environments.

[0006] Firstly, the objective of this invention is achieved through the following technical solution: A slope investigation method for complex hydrogeological environments includes: Based on the lithological characteristics of the slope, the investigation objects are divided into rock slopes, soil slopes, or semi-rock and semi-soil slopes; based on the engineering geological characteristics of each type of slope, the focus of targeted investigation is defined. Based on the aforementioned targeted exploration focus, basic geological information of the slope is collected through a multi-method collaborative exploration model; Based on the Internet-based dynamic penetration test and graded pumping test, the hydrological characteristic parameters of the target slope were obtained, and the groundwater level, permeability coefficient and soil mechanical characteristic parameters were obtained. The basic geological information and the hydrological characteristic parameters are standardized and preprocessed, and a high-precision three-dimensional geological model of the target slope is obtained by combining the K-means clustering assignment algorithm with the three-dimensional kriging interpolation algorithm. Based on the slope stability analysis results output by the high-precision three-dimensional geological model, the component parameters of the flexible protection structure were optimized and the collaborative prevention and control configuration was designed, resulting in a slope treatment implementation plan adapted to complex hydrogeological environments.

[0007] By adopting the above technical solutions, the types of exploration objects include rock slopes, soil slopes, and semi-rock / semi-soil slopes. The multi-method collaborative exploration mode consists of engineering geological mapping, pit exploration, drilling operations using a three-tube single-action drill bit, geophysical exploration, and oblique photography. This application provides a targeted exploration, adaptable to complex hydrological environments, and high-precision slope exploration and collaborative control technical solution. Specifically, it first defines the focus of targeted exploration based on the classification of slope lithology, fundamentally overcoming the defects of the generalized process in existing technologies. This allows for the precise allocation of exploration resources for rock slope structural surfaces, soil parameters of soil slopes, and bedrock stability of semi-rock / semi-soil slopes, ensuring the relevance and completeness of basic geological information from the source and solving the problem of insufficient characterization of instability mechanisms. Secondly, by introducing internet-based dynamic penetration testing and graded pumping tests, the interference of water level fluctuations and stratigraphic heterogeneity on data acquisition is effectively eliminated. The hydrological characteristic parameters obtained based on the above-mentioned processes significantly improve the timeliness and accuracy of groundwater level, permeability coefficient, and soil mechanical parameters. Furthermore, the data fusion method combining K-means clustering and three-dimensional kriging interpolation overcomes the limitations of single data sources. By fusing and calculating the standardized preprocessed multi-source data, a high-precision three-dimensional geological model is obtained, which can finely depict the stratigraphic structure and aquifer characteristics, meeting the accuracy requirements of engineering design in complex environments. Finally, the stability analysis results based on the high-precision model guide the protection design, realizing the transformation from passive protection to proactive collaborative prevention and control. By optimizing the component parameters and configuration, the resulting treatment scheme can effectively adapt to complex hydrogeological environments, significantly reducing the risk of steel column buckling and anchorage failure, thereby systematically improving the effectiveness and long-term stability of slope treatment.

[0008] In a preferred embodiment of this application: the acquisition of basic geological information of the slope through a multi-method collaborative exploration mode includes: For the rock slope, the focus is on the characteristics of the rock mass structural planes, and data on the orientation and development degree of the structural planes are obtained through engineering geological mapping, drilling and elastic wave CT detection. For the aforementioned soil slope, the focus is on soil strength parameters, and the physical and mechanical properties of the soil are obtained through pit exploration, drilling, and dynamic penetration testing. For the aforementioned semi-rock and semi-soil slope, the stability state of the underlying bedrock is determined by combining drilling and geophysical data. A slope real-scene model is constructed using oblique photography, and the slope real-scene model is registered with the engineering geological mapping data to obtain the basic geological information including topography, lithology distribution and overburden thickness.

[0009] By adopting the above technical solutions, a differentiated multi-method collaborative exploration strategy was implemented for slopes with different lithologies, significantly enhancing the relevance and reliability of basic geological information. For rock slopes, the focus was on the attitude and development degree of structural planes, and the identification accuracy of the spatial distribution of structural planes was improved through joint inversion of elastic wave CT and drilling. For soil slopes, in-situ physical and mechanical indicators were obtained through pit exploration and dynamic penetration testing, effectively reflecting the spatial variability of soil strength. For semi-rock and semi-soil slopes, drilling and geophysical exploration were combined to identify the stability of the underlying bedrock, making up for the interpretation blind spots of single methods.

[0010] In a preferred embodiment of this application: the optimization of component parameters and collaborative prevention and control configuration design of the flexible protective structure include: The various common failure modes of flexible protective structures were identified, and the buckling failure mode of steel columns was set as the core optimization object. Based on the heterogeneous distribution pattern of strata and the evolution characteristics of groundwater level fluctuations obtained from the high-precision three-dimensional geological model inversion, the steel column component configuration is limited to an H-shaped steel section configuration, and transition rope components are arranged in the support rope system to reconstruct the internal force transmission path of the structure. Based on the reconstruction results of the internal force transmission path, the parameters of steel column burial depth, anchorage angle and transition rope spacing are iteratively optimized to output a slope treatment implementation plan adapted to complex hydrogeological environments.

[0011] By adopting the above technical solutions, this application establishes a design guideline centered on structural safety by calibrating typical failure modes of flexible protective structures and focusing on the buckling problem of steel columns. Based on the inversion of the heterogeneity of strata and the dynamic characteristics of groundwater from a high-precision three-dimensional geological model, the H-section configuration of the steel is constrained and transition rope components are introduced to reconstruct the internal force transmission path and effectively disperse local stress concentration. Furthermore, the parameters of the steel column embedment depth, anchorage angle, and transition rope spacing are iteratively optimized to form a buckling-enhanced stress system, significantly improving the stability of the structure under complex loads.

[0012] In a preferred embodiment, after obtaining the hydrological characteristic parameters of the target slope using the Internet-based dynamic cone penetration test and graded pumping tests, this application further includes: Real-time monitoring of groundwater level fluctuations and soil permeability coefficients; calculation of the hydrological deviation of the current exploration point in the high-precision three-dimensional geological model. The hydrological deviation is subjected to risk classification to obtain dynamic early warning parameters for slope stability; Based on the dynamic early warning parameters, calculate the softening index of the soil and rock under the current hydrogeological conditions; The loading and holding time of the in-situ test and the damping coefficient of the geophysical inversion algorithm are adjusted synchronously according to the softening index of the soil and rock mass, and the adjusted parameters are fed back into the high-precision three-dimensional geological model to dynamically correct the mechanical characteristic parameters of the soil mass.

[0013] By adopting the above technical solution, the problem of distortion of traditional static parameter values ​​under dynamic hydrological conditions is effectively overcome, enabling soil mechanical characteristic parameters to be dynamically updated with changes in the hydrological environment. The corrected parameters are then reinjected into a high-precision three-dimensional geological model, significantly improving the model's response to water-rock coupling processes and enhancing the timeliness and prediction accuracy of slope stability analysis.

[0014] In a preferred embodiment of this application: the step of calculating the softening index of the soil and rock under the current hydrogeological conditions based on the dynamic early warning parameters; and simultaneously adjusting the loading duration of the in-situ test and the damping coefficient of the geophysical inversion algorithm based on the softening index of the soil and rock, includes: Based on the dynamic early warning parameters, obtain the pore water pressure at the current exploration point and the seepage destructive force corresponding to the hydrological deviation. Based on the pore water pressure and the seepage destructive force, the degree of deterioration of the current geological structural surface under water erosion is calculated, and the degree of deterioration is mapped to the rock and soil softening index. Based on the softening index of the soil and rock mass, the creep rate of the current geological structural surface under shear action is calculated to obtain the rheological property parameters. The torsional shear loading rate of the vane shear test is adjusted according to the rheological properties parameters, and the stress relaxation period of each layer is controlled according to the torsional shear loading rate. Based on the softening index of the soil and rock mass, obtain the gradient of the dielectric constant change of the current stratum; The gain compensation algorithm for the ground-penetrating radar detection signal is modified according to the dielectric constant abrupt gradient, and the modified parameters are embedded into the resistivity inversion model as prior constraints to adjust the regularization damping coefficient of the inversion calculation.

[0015] By employing the aforementioned technical solution, the degree of structural surface degradation is calculated comprehensively based on pore water pressure and seepage destructive force, and mapped to a soil softening index, thus achieving a quantitative characterization of soil and rock performance degradation under water erosion. Furthermore, rheological parameters are derived to adjust the torsional shear loading rate and stress relaxation period of the vane shear test, making the in-situ test more closely reflect the strain-time response characteristics of actual soil. Simultaneously, the softening index is used to guide the correction of ground-penetrating radar gain compensation and resistivity inversion damping coefficient, effectively suppressing signal distortion caused by high water content and improving the accuracy of geophysical interpretation.

[0016] In a preferred embodiment of this application: the step of adjusting the torsional shear loading rate of the vane shear test according to the rheological property parameters, and controlling the stress relaxation period of each layer test according to the torsional shear loading rate, includes: Obtain the rotation angle of the probe and the corresponding torque output value during the in-situ test; Based on the soil softening index, identify whether the current soil exhibits strain softening characteristics; If the soil is determined to be strain-softened, a decreasing loading strategy is adopted to shorten the stress relaxation period, and an unloading rebound test is performed immediately after the peak strength is reached to obtain the unloading modulus of the soil. The unloading modulus is input into the design of the flexible protective structure as an input parameter for the design of the bending stiffness of the steel column.

[0017] By adopting the above technical solutions, the deformation coordination and overall stability of the protective structure in softened soil environments are significantly improved. During geological exploration, the probe rotation angle and torque output values ​​are acquired in real time, and the strain softening characteristics are determined by combining the soil softening index, enabling on-site intelligent identification of soil constitutive behavior. A decreasing loading strategy and a shortened stress relaxation period are employed for strain-softened soil, and unloading rebound tests are conducted immediately after peak strength, accurately capturing the key parameter of soil unloading modulus. The soil unloading modulus directly reflects the soil's stiffness recovery capacity after disturbance; using it as an input parameter for the bending stiffness design of steel columns ensures that the stiffness configuration of the flexible protective structure matches the actual mechanical response of the foundation soil.

[0018] In a preferred embodiment of this application, the step of embedding the modified parameters as prior constraints into the resistivity inversion model and adjusting the regularized damping coefficient in the inversion calculation further includes: A fitting function for the softening index of soil and rock mass and the water content of soil and rock mass is established, and the fitting function is used as a constraint condition to input into the full waveform inversion algorithm; The low-resistivity shielding area caused by high water content is processed to remove false interference and eliminate the abnormal resistivity interference caused by changes in groundwater salinity. Based on the clean signal after removing interference, the spatial distribution and thickness of potential mudstone interlayers are accurately delineated, and the high-precision three-dimensional geological model is updated.

[0019] By adopting the above technical solutions, the problem of misidentifying muddy zones in traditional geophysical exploration under high water-cut environments is solved. Specifically, by establishing a fitting function between the softening index and water content of the soil and rock mass, and embedding it as a priori constraint into the full waveform inversion algorithm, the ability of resistivity inversion to distinguish high water-cut areas is effectively improved. To address the interference of low-resistivity anomalies caused by changes in groundwater salinity, a false positive and true negative process is implemented, eliminating non-structural resistivity anomalies, thereby accurately identifying true anomaly signals caused by muddy interlayers. Based on this, the spatial morphology and thickness of the muddy interlayers are precisely delineated, and the high-precision three-dimensional geological model is dynamically updated, significantly enhancing the model's ability to characterize weak structural surfaces.

[0020] Secondly, the objective of this invention is achieved through the following technical solution: A slope investigation system for complex hydrogeological environments includes: The slope type identification module is used to classify the exploration object into rock slope, soil slope or semi-rock and semi-soil slope based on the lithological characteristics of the slope, and to define the focus of targeted exploration according to the engineering geological characteristics corresponding to each type of slope. The multi-source collaborative exploration module is used to collect basic geological information of slopes by combining geological mapping, geophysical exploration, remote sensing interpretation and on-site drilling, based on the targeted exploration focus; The hydro-mechanical parameter acquisition module is used to acquire the hydrological characteristic parameters of the target slope in real time based on the Internet-based dynamic penetration test and graded pumping test, including groundwater level, permeability coefficient and soil mechanical characteristic parameters. The 3D modeling and fusion analysis module is used to standardize and preprocess the basic geological information and the hydrological characteristic parameters, and call the K-means clustering assignment algorithm combined with the 3D Kriging interpolation algorithm to generate a high-precision 3D geological model of the target slope. The treatment scheme generation module is used to optimize the component parameters of the flexible protection structure and design the collaborative prevention and control configuration based on the slope stability analysis results output by the high-precision three-dimensional geological model, and output a slope treatment implementation plan that is adapted to the complex hydrogeological environment.

[0021] Thirdly, the objective of this invention is achieved through the following technical solution: A computer device includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of the aforementioned slope investigation method for complex hydrogeological environments.

[0022] Fourthly, the objective of this invention is achieved through the following technical solution: A computer-readable storage medium storing a computer program that, when executed by a processor, implements the steps of the aforementioned slope investigation method for complex hydrogeological environments.

[0023] In summary, this application includes at least one of the following beneficial technical effects: 1. This application classifies exploration objects and defines the focus of targeted exploration based on the lithological characteristics of slopes, realizing differentiated identification and focusing on key instability control elements of different types of slopes; it collects basic geological information through multiple means in a collaborative manner, and obtains high-time-sensitivity hydrological parameters by combining Internet dynamic penetration and graded pumping tests, which significantly improves the integrity and representativeness of geological-hydrological coupled data; further, it adopts K-means clustering and three-dimensional kriging interpolation fusion algorithms to effectively integrate heterogeneous multi-source data and construct a high-precision three-dimensional geological model that can finely characterize the stratigraphic structure, aquifer distribution and spatial variability of mechanical parameters.

[0024] 2. The stability analysis results output by the high-precision three-dimensional geological model drive the optimization of component parameters and collaborative prevention and control configuration design of the flexible protection structure, enabling the treatment scheme to have strong adaptability to complex hydrogeological environments, thereby systematically improving the accuracy of slope investigation. Attached Figure Description

[0025] Figure 1 This is a flowchart of a slope investigation method for complex hydrogeological environments according to one embodiment of this application; Figure 2 This is a flowchart following step S3 in a slope investigation method for complex hydrogeological environments according to an embodiment of this application; Figure 3 This is a schematic diagram of a device according to one embodiment of this application. Detailed Implementation

[0026] The present application will be further described in detail below with reference to the accompanying drawings.

[0027] In one embodiment, such as Figure 1 As shown, this application discloses a slope investigation method for complex hydrogeological environments, which specifically includes the following steps: S1: Based on the lithological characteristics of the slope, the investigation objects are divided into rock slopes, soil slopes, or semi-rock and semi-soil slopes; based on the engineering geological characteristics of each type of slope, the focus of targeted investigation is defined.

[0028] In this embodiment, the macroscopic lithological zones of the slope to be investigated are initially delineated by interpreting the remote sensing images and comparing them with the regional geological map. Then, during the field survey, the surface soil and rock are quickly classified by a portable lithology identification instrument, taking into account the outcrop lithology, weathering degree and overburden thickness, and the slope is finally divided.

[0029] Taking the investigation of a rock-soil mixed slope in a complex hydrogeological environment in a mountainous area in southwestern China as an example, this paper details the specific implementation process of the slope investigation method of the present invention. The slope has a gradient of 35° to 45°, the area has abundant groundwater with a daily water level fluctuation of 0.5 to 1.2 m, and the strata contain weak interlayers and karst fissures, which is a typical complex hydrogeological slope.

[0030] In this embodiment, a preliminary engineering geological reconnaissance and on-site mapping at a scale of 1:500 was first carried out on the target slope. Reconnaissance profiles were laid out at 20m intervals along the slope direction, and the lithological exposure, rock-soil contact relationship, weathering degree, and groundwater outburst points of the slope surface, top, and toe were recorded one by one. Combined with regional geological data and the results of previous remote sensing image interpretation, it was determined that the upper part of the slope (0-8m) is Quaternary residual colluvial silty clay (soil slope section), the middle part (8-25m) is strongly weathered sandstone interbedded with mudstone (semi-rock and semi-soil slope section), and the part below 25m is moderately weathered limestone (rock slope section).

[0031] S2: Based on the focus of targeted exploration, collect basic geological information of slopes through a multi-method collaborative exploration mode.

[0032] In this embodiment, a multi-method collaborative exploration mode of "map survey, drilling, geophysical exploration, and oblique photography" is adopted to target the key aspects of the three types of slopes. High-density electrical resistivity tomography lines are laid out in the rock slope area to help identify deep faults, and borehole elastic wave CT tests are carried out on key profiles. In the soil slope area, dynamic penetration points and vane shear test holes are arranged first, and shallow seismic reflection method is used to verify the soil layer boundaries.

[0033] In step S2, basic geological information of the slope is collected through a multi-method collaborative exploration model, including: S21: For rock slopes, focus on the characteristics of rock mass structural planes, and obtain data on the orientation and development degree of structural planes through engineering geological mapping, drilling and elastic wave CT detection.

[0034] In this embodiment, the focus is on addressing the problem of unclear spatial distribution of rock mass structural planes in the exposed hard rock strata in the upper and middle parts of the slope. For example, a 1:500 scale engineering geological survey is first conducted, using a geological compass to measure the strike, dip, and dip angle of the structural planes, and statistically analyzing joint density (lines / m) and fracture filling properties. Subsequently, three straight-diameter boreholes (130mm in diameter) are installed, and a three-tube single-action drilling tool is used to improve the core recovery rate (controlled above 90%). The RQD (Rock Quality Index) and rock mass integrity coefficient are recorded on-site. Simultaneously, an 80m long elastic wave CT profile is established in the middle of the slope. By setting source and receiver points, P-wave velocity data (unit: m / s) is collected. The development degree of concealed structural planes and rock fracture zones is inverted using the velocity anomaly zone (low-velocity zone), ultimately forming a quantitative dataset containing the attitude, spacing, and connectivity of the structural planes.

[0035] S22: For soil slopes, focus on soil strength parameters and obtain soil physical and mechanical properties through pitting, drilling and dynamic penetration testing.

[0036] In this embodiment, the focus is on addressing the issues of poor soil homogeneity and large dispersion of in-situ test data in the Quaternary residual soil layer area distributed at the slope front and on the terrace. For example, three exploratory wells (5m-8m deep) are arranged longitudinally along the slope. Uncirculated soil samples are taken from the well walls for indoor direct shear tests to obtain natural water content, liquid limit, plastic limit, and saturated shear strength. Combined with heavy dynamic penetration tests (DPT), using a 63.5kg hammer with a drop height of 76cm, the number of blows N63.5 per 10cm penetration is recorded, and the dynamic elastic modulus of the soil and the characteristic value of the foundation bearing capacity are calculated using empirical formulas. During drilling, a thin-walled sampler is used to obtain undisturbed soil samples, and their permeability coefficient and consolidation characteristics are tested simultaneously. Finally, a database containing soil physical parameters (γ, w) and mechanical parameters (c, φ) is established.

[0037] S23: For semi-rock and semi-soil slopes, determine the stability of the underlying bedrock by combining drilling and geophysical data.

[0038] In this embodiment, for the mixed soil and rock area in the middle and lower part of the slope, the focus is on solving the problems of unclear morphology of the contact surface (unconformity) between the overburden and bedrock, and unclear strength of the underlying bedrock weathering zone. For example, cross-hole acoustic testing and borehole television detection are carried out, and the borehole television imaging data is jointly inverted with high-density electrical resistivity tomography (EDT) data. By comparing the apparent resistivity anomaly areas (low resistivity areas corresponding to strong weathering or water-rich zones) of the EDT profile with the weathering degree of the borehole core, the integrity of the underlying bedrock and the location of potential slip surfaces are determined. Using geophysical data to constrain drilling interpretation, the undulation morphology of the bedrock surface and the thickness of the strong weathering zone are accurately delineated. If muddy interlayers or free surfaces are found on the bedrock surface, it is determined that the underlying bedrock in this area is in an unstable state, and monitoring points need to be increased.

[0039] S24: Construct a real-world model of the slope using oblique photography, and register the real-world model of the slope with engineering geological mapping data to obtain basic geological information including topography, lithology distribution and overburden thickness.

[0040] Specifically, a multi-rotor UAV equipped with a five-lens oblique photography system was used, flying at a relative altitude of 100m with a ground resolution better than 2cm, to collect image data and generate a 3D real-scene model (Mesh model) with centimeter-level precision. Subsequently, the geological boundaries, lithological boundaries, and trench / well locations obtained from field mapping were used as control points and imported into ContextCapture software for spatial registration. Using the profile cutting function of the real-scene model, the thickness of the overburden layer at different locations was measured, and lithological attributes were assigned to spatial entities in 3D geological modeling software (such as GOCAD). Finally, a comprehensive basic geological information package containing XYZ coordinates, topographic elevation, lithological distribution, and structural surface attitude was output.

[0041] Specifically, the engineering geological mapping focuses on recording the lithological boundaries, structural surface development characteristics, groundwater seepage traces, and adverse geological phenomena of each slope section; drilling uses a three-tube single-action drill bit, with a core sampling rate of ≥90% in soil sections and ≥85% in rock sections, to obtain complete rock cores and soil samples; geophysical exploration uses high-density electrical resistivity tomography and elastic wave CT to detect the differences in strata electrical properties and rock mass integrity within a range of 2-30m underground; oblique photography uses a UAV equipped with a high-definition camera, flying at an altitude of 50m and with an overlap rate of 80%, to construct a 1:200 real-scene model, and finally integrates all data to form a complete basic geological information set.

[0042] S3: Based on the Internet-based dynamic penetration test and graded pumping test, the hydrological characteristic parameters of the target slope are obtained, and the groundwater level, permeability coefficient and soil mechanical characteristic parameters are obtained.

[0043] In this embodiment, four Internet-connected dynamic cone penetrometers and two pumping test boreholes are set up in the main groundwater runoff zone of the slope. The Internet-connected dynamic cone penetrometer uses an automatic drop hammer device (hammer weight 63.5kg, drop distance 76cm) and is equipped with an ultrasonic depth sounder. The equipment is connected to the cloud data platform in real time through a 4G module to realize automatic data collection, transmission and calculation. The staged pumping test uses a submersible pump set with three pumping flow rates (5m³ / h, 10m³ / h, 15m³ / h) to adapt to the groundwater level fluctuation conditions.

[0044] Specifically, during the Internet-based dynamic penetration test, the number of hammer blows was recorded every 30cm of penetration, and the ultrasonic depth sounder simultaneously measured the probe's penetration depth. The cloud platform calculated the soil bearing capacity, compression modulus, and other mechanical parameters in real time. The graded pumping test was carried out step by step according to "low flow rate → medium flow rate → high flow rate". After 2 hours of stable pumping at each level, the drawdown and inflow were recorded. The Dupuit formula was used to calculate the permeability coefficient at different water levels. At the same time, the daily groundwater level data was collected in real time by an automatic water level monitoring instrument. Finally, the groundwater level, permeability coefficient, and soil mechanical characteristic parameters were accurately obtained.

[0045] S4: Standardize and preprocess the basic geological information and hydrological characteristic parameters, and then use the K-means clustering algorithm combined with the three-dimensional kriging interpolation algorithm to obtain a high-precision three-dimensional geological model of the target slope.

[0046] In this embodiment, the basic geological information includes lithology, structural planes, and topographic data; the hydrological characteristic parameters include water level, permeability coefficient, and mechanical parameters. The basic geological information collected in S2 and the hydrological characteristic parameters obtained in S3 are uniformly converted to the WGS-84 coordinate system and 1:200 scale standard format. Outliers such as invalid data from fractured sections in drilling data and transient data changes in water level monitoring are removed, completing the data standardization preprocessing. Standardization preprocessing includes: unifying the coordinate system, elevation datum (1985 National Elevation Datum), unit system (SI), and missing value interpolation (using the mean of nearest neighbor points).

[0047] Specifically, the K-means clustering algorithm was used to divide the preprocessed data into five geological units and assign values ​​based on lithology, weathering degree, and permeability coefficient. The five geological units include silty clay, strongly weathered sandstone, mudstone interlayers, moderately weathered limestone, and karst fissure zone. Then, the three-dimensional kriging interpolation algorithm was used to spatially interpolate the data of each cluster unit, with the grid size set to 1m×1m×0.5m, to accurately depict the spatial distribution of slope strata, aquifer morphology, and weak interlayer extension characteristics, thus constructing a high-precision three-dimensional geological model.

[0048] After the model is built, 20% of the borehole data is randomly selected as a validation set, and the mean absolute error (MAE) between the model's predicted formation interface depth and the measured depth is calculated. If the MAE is ≤ 0.5m, the model is considered qualified; otherwise, the K-means cluster number or Kriging interpolation parameters are readjusted.

[0049] S5: Based on the slope stability analysis results output by the high-precision three-dimensional geological model, the component parameters of the flexible protection structure are optimized and the collaborative prevention and control configuration is designed to obtain a slope treatment implementation plan that is suitable for complex hydrogeological environments.

[0050] In this embodiment, the stability of the three-dimensional model is calculated using the limit equilibrium method (such as the Morgenstern-Price method) and the strength-reduced finite element method, identifying potential sliding zones with a safety factor Fs < 1.15. According to the "Technical Specification for Design and Construction of Landslide Prevention Engineering" (DZ / T 0219-2006), under heavy rainfall conditions, Fs ≥ 1.15 indicates stability, 1.05 ≤ Fs < 1.15 indicates basic stability, and Fs < 1.05 indicates instability. Therefore, the protection design no longer uses the general parameters in the standard drawing set, but dynamically adjusts the steel column spacing, support rope tension, and anchorage depth based on local stratum stiffness, groundwater depth, and sliding surface inclination angle.

[0051] Specifically, taking a semi-rock, semi-soil slope as an example, the model shows that there is a gently dipping slip surface in the underlying bedrock, and the water level rises to near the slip surface during the rainy season. Based on this, the design adopts H-shaped steel columns (section 200×200×8mm), the burial depth is increased from the conventional 3m to 4.5m, transition ropes are added to the support ropes to disperse the impact load, and inclined drainage holes are arranged at the bottom of the overburden layer.

[0052] In step S5, the component parameter optimization and collaborative prevention and control configuration design of the flexible protection structure are completed, including: S51: Calibrates various common failure modes of flexible protective structures, and sets the buckling failure mode of steel columns as the core optimization object.

[0053] In this embodiment, several common failure modes include overall buckling of the steel column, base pull-out, support rope breakage, pressure relief ring failure, and shear failure of connectors. Based on the inversion data of the three-dimensional geological model, the failure modes of the slope protection system are predicted. Specifically, a coupled slope-protection structure model is established using finite element software, and the heterogeneous distribution data of the strata output by the model are input. Through numerical simulation of hydrostatic pressure and dynamic load under rainfall conditions, the simulation results show that under the impact of falling rocks or earth pressure, traditional circular steel pipe columns are prone to overall buckling of a "three-point bending" type at the interface of weak strata, rather than failure of the strength of the steel itself. Therefore, steel column buckling failure is identified as the core control object of this project, while other failures such as wire rope breakage and anchor pull-out are considered as secondary control indicators.

[0054] S52: Based on the heterogeneous distribution pattern of strata and the evolution characteristics of groundwater level fluctuations obtained from the high-precision three-dimensional geological model inversion, the steel column component configuration is limited to an H-shaped steel section configuration, and transition rope components are arranged in the support rope system to reconstruct the internal force transmission path of the structure. In this embodiment, for the buckling risk calibrated in S51, component selection and force transmission path optimization are performed using model data. Specifically, the axial force and bending moment envelope diagrams of steel columns at different locations are calculated based on the heterogeneous distribution characteristics of the strata. Comparing the cross-sectional characteristics of circular steel pipes and H-beams (using HW250×250 specifications), H-beams, due to their strong axial moment of inertia being 2.3 times that of circular pipes of the same weight, can effectively resist the additional bending moment caused by uneven settlement of the strata. Simultaneously, a "transition rope component" (using steel wire rope, connected to the main rope at a 30° angle) is added to the support rope system. This diverts the concentrated load originally borne by a single steel column to two adjacent steel columns, thereby reconstructing the mesh-like internal force transmission path of "support rope-transition rope-steel column-anchor." The transition rope uses Φ16mm high-strength steel wire rope with a pretension of 15kN, its function being to transfer the local impact load from a single column to multiple columns working together.

[0055] S53: Based on the reconstruction results of the internal force transmission path, the parameters of steel column burial depth, anchorage angle and transition rope layout spacing are iteratively optimized to output a slope treatment implementation plan that adapts to complex hydrogeological environments.

[0056] In this embodiment, a parametric finite element model is established, with the steel column burial depth (variable range 3.0–6.0m), anchorage inclination angle (0°–15° inclined inwards), vertical position of the transition rope (at 1 / 3, 1 / 2, and 2 / 3 of the column height), and horizontal spacing (5m, 7m, and 10m) as design variables. Constraints include the maximum Mises stress of the steel column being <0.8 times its yield strength and the overall displacement being <100mm. Response surface methodology is used for multi-round iterative optimization. Each iteration calls local geological parameters (such as soil c, φ value, and groundwater level) from the three-dimensional geological model as boundary inputs.

[0057] Specifically, taking a semi-rock, semi-soil slope as an example, the optimization results determined that: in sections with a cover layer thickness > 4m, the steel column burial depth is 5.2m, the anchorage angle is 8°, and the transition rope is laid at 1 / 2 of the column height with a spacing of 7m; while in sections where bedrock is exposed, the burial depth can be reduced to 3.5m, and the transition rope is eliminated. The resulting differentiated layout scheme was integrated into the construction drawing set, and a BIM model was generated for on-site handover.

[0058] In one embodiment, such as Figure 2 As shown, after obtaining the hydrological characteristic parameters of the target slope based on the Internet-based dynamic cone penetration test and staged pumping test, the following steps are also included: S301: Real-time monitoring of groundwater level fluctuations and soil permeability coefficients, and calculation of the hydrological deviation of the current exploration point in a high-precision three-dimensional geological model.

[0059] In this embodiment, a high-precision three-dimensional geological model (grid precision 2m×2m×2m) is used to address the mismatch between the model's preset hydrological parameters and actual monitoring data. Specifically, vibrating wire piezometers are pre-embedded at key locations on the slope (slope top, middle, and toe). Pore water pressure data is collected every 30 minutes via an IoT terminal and converted into groundwater level depth. Simultaneously, the rock permeability coefficient is remeasured quarterly using Lugeon testing equipment (or in-situ permeameter) within the borehole. The measured data are mapped to the corresponding coordinate points on the three-dimensional model, and the hydrological deviation at each point is calculated.

[0060] Specifically, the hydrological deviation (δ) is calculated using the relative error Euclidean distance method, with the following formula: ,in The measured groundwater level depth is in meters (m). This represents the predicted groundwater level depth at this coordinate point in the three-dimensional geological model. The measured permeability coefficient is expressed in cm / s. This represents the predicted permeability coefficient for this coordinate point in the three-dimensional geological model.

[0061] S302: Risk classification is performed on the hydrological deviation to obtain dynamic early warning parameters for slope stability.

[0062] In this embodiment, three levels of early warning thresholds are set, corresponding to the stability states in the "Technical Specification for Design and Construction of Landslide Prevention Engineering" (DZ / T 0219-2006), as shown in the table below:

[0063] Specifically, the output format of the dynamic early warning parameters is: Alert={Level, δ, Coordinate(x, y, z)}.

[0064] S303: Calculate the softening index of soil and rock under the current hydrogeological conditions based on dynamic early warning parameters.

[0065] In this embodiment, a softening index ( ) is introduced. ), defined as the ratio of shear strength in the saturated state to that in the natural state. Based on the warning level of S302, a piecewise function is used to determine . : Specifically, in conjunction with in-situ testing verification: In the yellow warning area, a standard penetration test (SPT) should be performed. If the measured number of hammer blows is 15% lower than the initial value of the model, then it is confirmed. =0.85 is reasonable. This index should be used as a reduction factor to correct the model's mechanical parameters.

[0066] Where c is the cohesion, in kPa; and ϕ is the internal friction angle, in °.

[0067] S304: Based on the softening index of the soil and rock mass, the loading holding time of the in-situ test and the damping coefficient of the geophysical inversion algorithm are adjusted synchronously, and the adjusted parameters are fed back into the high-precision three-dimensional geological model to dynamically correct the mechanical characteristic parameters of the soil.

[0068] In this embodiment, as the soil and rock soften, their mechanical response characteristics change, requiring adaptive adjustment of the test parameters. The adjustment of the in-situ test parameters is reflected in the loading and holding time. The adjustment requires extending the holding time to ensure sufficient energy transfer due to the increased compressibility of softened soil. The adjustment formula is as follows: For example, when When the value is 0.85, the holding time of the dynamic penetration test is extended from the standard 10s to 15s.

[0069] The adjustment of geophysical inversion parameters is reflected in the regularization damping coefficient. The adjustment is necessary because the high water content in the softened soil causes signal attenuation (low-resistance shielding), requiring an increase in the damping coefficient to suppress noise. The adjustment formula is as follows: ,in =0.1 is the reference damping coefficient. When When λ = 0.85, λ = 0.1 × (1 + 2 × 0.15) = 0.13.

[0070] When the hydrological deviation δ at the same monitoring point exceeds 30% for three consecutive times, or the daily δ increase exceeds 15%, the model dynamic correction process should be initiated immediately. The adjusted in-situ test data (corrected hammer blow count, wave velocity) and geophysical interpretation results (corrected interface depth) should be re-imported into the high-precision 3D geological model. Kriging interpolation should be used to update the attribute fields of the area, replacing the original initial mechanical parameters. After correction, the stability calculation should be rerun to output a new safety factor. This is to achieve a dynamic correction closed loop for high-precision three-dimensional geological models.

[0071] In one embodiment, based on dynamic early warning parameters, the softening index of the soil and rock under the current hydrogeological conditions is calculated; the loading duration of the in-situ test and the damping coefficient of the geophysical inversion algorithm are adjusted synchronously based on the softening index of the soil and rock, including: S311: Based on dynamic early warning parameters, obtain the pore water pressure and hydrological deviation at the current exploration point, and the corresponding seepage destructive force.

[0072] In this embodiment, based on real-time dynamic early warning parameters, multiple layers of pore water pressure gauges and water level monitors are deployed at key sections of the slope to quantify the drag force (seepage damage force) of groundwater seepage on soil particles in real time. Specifically, vibrating wire pore water pressure gauges (range 0~200kPa) are buried near the potential sliding surface (e.g., at depths of 2m, 4m, and 6m), and the sampling frequency is synchronized with the groundwater level monitoring.

[0073] Penetration and destructive power The physical meaning is the drag force of groundwater seepage on a unit volume of soil, calculated according to Terzaghi's seepage force theory: ,in The hydraulic gradient is determined by the height difference Δh between adjacent water level gauges and the horizontal distance L, i.e. =Δh / L; The specific weight of water is taken as 9.81 kN / m³. 3 A is the equivalent area of ​​action. Take a unit volume of soil (1m³) with a base area of ​​A = 1m².

[0074] S312: Based on pore water pressure and seepage destructive force, comprehensively calculate the degree of deterioration of the current geological structural surface under water erosion, and map the degree of deterioration to the softening index of the soil and rock mass.

[0075] In this embodiment, a water erosion degradation coefficient η is introduced to quantify the intensity decay at potential sliding surfaces (such as soil-rock interfaces or weak interlayers), strictly following the Bishop effective stress principle and the Terzaghi seepage force model. The formula for calculating η is: , ρ represents pore water pressure, in kPa; ρ represents the destructive force of seepage (kN / m³). The effective unit weight of the soil is taken as 9.5 kN / m³, and it is calibrated through indoor tests. The total normal stress (kPa) is calculated based on the self-weight of the overlying soil layer, such as at a depth of 4m. =4×19=76kPa, soil weight 19kN / m³.

[0076] Specifically, the degradation level is mapped to the soil softening index: when η < 0.5, the structural surface is considered severely degraded. Soil softening index (Reflecting the intensity reduction) is expressed as a piecewise linear function linked to η: if η ≥ 0.8, then =0.2, meaning a 20% reduction in strength, resulting in slight softening; if 0.5 ≤ η < 0.8, then =0.2+0.8×(0.8−η) / 0.3, indicating a linear transition; if η<0.5, then =0.8+0.2×(0.5−η) / 0.5, which means the strength is reduced by more than 80%, indicating severe softening.

[0077] S313: Based on the softening index of the soil and rock mass, calculate the creep rate of the current geological structural surface under shear action to obtain the rheological characteristic parameters.

[0078] In this embodiment, softening leads to a more pronounced rheological property of the soil, requiring the application of a generally accepted empirical model. Convert to creep rate. Referencing Burland's rheological formula for soft clay, and introducing a softening correction term: , of which 1×10 -7 s −1 The baseline creep rate was determined through indoor rheological tests; β=2.5 is the softening sensitivity coefficient (reflecting the accelerating effect of softening on creep, with values ​​taken based on engineering experience with soft clay). The shear stress ratio (for simulating the critical sliding state, 0.8 is a commonly used engineering value; n=3 is the stress exponent).

[0079] For example, rheological parameter calculation: when When =0.83, This creep rate corresponds to the viscosity coefficient in the Merchant model. (Assuming τ = 5.76 kPa, from) The estimated values ​​were significantly lower than those in the unsoftened state (η≈5.0×10). 6 (kPa / cdotps) indicates accelerated soil rheological deformation, and this rate needs to be matched in the test.

[0080] S314: Adjust the torsional shear loading rate of the vane shear test according to the rheological properties parameters, and control the stress relaxation period of each layer test according to the torsional shear loading rate.

[0081] In this embodiment, the traditional vane test (constant rate 1° / 10s) tends to overestimate the strength of softened-rheological soils, and needs to be adjusted according to... The appropriate torsional-shear rate is determined by reverse calculation. Specifically, the target strain rate is set to equal... Based on the geometric dimensions of the vane (diameter D=75mm, height H=150mm), and the torsional shear rate ω, in radians per second, the calculation formula is as follows: .

[0082] For example, when At that time, ω = 3.2 × 10 −6 ×0.075 / 2≈0.00012rad / s≈0.007∘ / s (far lower than the conventional rate). A servo-controlled vane shearing apparatus (such as the GEOTEK VST) is used to slowly shear at this rate, maintaining the angle after reaching the peak torque, and recording a stress relaxation period of 300 seconds (compared to the conventional 60 seconds) to fully capture the strength reduction caused by rheology. The corrected undrained shear strength is directly used for model updates.

[0083] S315: Obtain the gradient of dielectric constant change in the current formation based on the softening index of the soil and rock mass.

[0084] In this embodiment, the increased moisture content of the softened soil leads to a sudden change in the dielectric constant, which needs to be verified by ground-penetrating radar (GPR) measurements. Dielectric constant The relationship between the volumetric water content θ and the volumetric water content strictly follows the Topp formula: .

[0085] Specifically, the gradient of dielectric constant abruptly Calculation: When As the softening intensifies, θ increases. Significantly increased. Travel time inversion of reflected waves measured using a GPR (100MHz antenna) Vertical distribution, calculate gradient ,in The sampling interval is set to 0.1m. When When >0.7, the expected Greater than 15m -1 This indicates a high-water-content softening layer.

[0086] S316: The gain compensation algorithm for ground-penetrating radar detection signals is modified based on the gradient of dielectric constant abrupt change, and the modified parameters are embedded into the resistivity inversion model as prior constraints to adjust the regularization damping coefficient of the inversion calculation.

[0087] In this embodiment, conventional GPR fixed gain can easily lead to over-enhancement in shallow layers in high water-cut regions, requiring adjustment based on... Dynamic adjustment. Specifically: when Greater than 15m -1 At that time, the gain coefficient α was reduced from 0.5 dB / ns to 0.2 dB / ns, and adaptive filtering was enabled at the abrupt interface; the corrected GPR interpretation results (e.g., low speed / high speed) The location of the anomalous body is converted into a priori model for resistivity inversion, where the initial resistivity of the high water-bearing region is set to 10~20 Ω·m instead of the default 50 Ω·m.

[0088] Specifically, the objective function for resistivity inversion is: Where λ is the damping coefficient. This is dynamically adjusted based on the softening index. ,when When λ = 0.83, λ = 0.14, which enhances the constraint on the high-contrast boundary, successfully eliminates false anomalies (low resistivity and low polarization) caused by changes in mineralization, and accurately delineates muddy interlayers (low resistivity and high polarization) with a thickness of 0.6~1.2m.

[0089] In one embodiment, in step S314, adjusting the torsional shear loading rate of the vane shear test according to the rheological property parameters, and controlling the stress relaxation period of each layer test according to the torsional shear loading rate, includes: S3141: Obtain the rotation angle of the probe and the corresponding torque output value during the in-situ test.

[0090] In this embodiment, an electrically driven vane shearing instrument is used. The vane probe (with a set head diameter D=75mm and height H=150mm) is pressed into the predetermined test depth (e.g., a weak interlayer below the groundwater level, at a depth of 8.5m) through the drill rod. The servo motor is started to drive the probe to rotate at a set initial speed (e.g., 0.1° / s) at a uniform speed.

[0091] Specifically, the data acquisition system synchronously acquires two core parameters at a frequency of 10Hz: rotation angle (θ) and torque output value (T). The rotation angle is measured by a high-precision photoelectric encoder mounted on the drive shaft, with units of °. The torque output value (T) is measured by a resistance strain gauge torque sensor mounted on the probe, with units of N⋅m. The acquired data is plotted as a T−θ curve in real time.

[0092] S3142: Identify whether the current soil exhibits strain softening characteristics based on the soil softening index.

[0093] In this embodiment, the soil softening index Is is used as a predictive indicator, and combined with the morphological characteristics of the T−θ curve, strain softening characteristics are identified.

[0094] The decision logic in this implementation includes: during the prediction process, if... If the value is less than 0.85, the soil is determined to be highly sensitive soft soil or structural soft soil, and is highly likely to exhibit strain softening characteristics. Next, the T-θ curve obtained from S3141 is analyzed. If the curve exhibits a "rise then fall" characteristic, indicating the peak torque has been reached... Subsequently, if the torque continues to decrease as the rotation angle increases, it is confirmed to be strain-softened soil. Conversely, if the torque reaches its peak and then tends to stabilize or increase slowly, it is strain-hardened soil.

[0095] Specifically, softening rate The calculation formula is: ,in The residual torque is taken as the torque at a rotation angle of 720°. If... >1.3, confirmed as strongly strain-softened soil.

[0096] S3143: If the soil is determined to be strain-softened, a decreasing loading strategy is adopted to shorten the stress relaxation period, and an unloading rebound test is performed immediately after the peak strength is reached to obtain the unloading modulus of the soil.

[0097] In this embodiment, for strain-softened soil, conventional constant-rate loading will overestimate the soil's ability to resist subsequent deformation. Therefore, a decreasing loading method is required to simulate the progressive failure process of an actual landslide. Specifically, the decreasing loading strategy refers to reducing the loading rate by one level when the rotation angle approaches its peak (e.g., when reaching 90% of the peak torque), such as from 0.1° / s to 0.05° / s; once the peak torque is reached... Immediately stop rotating and enter the stress relaxation stage.

[0098] Example of shortening the relaxation period: If the standard relaxation period is 5 minutes, for softened soil, shorten it to 2 minutes. This is because the structure of softened soil disintegrates rapidly, and prolonged relaxation will lead to excessive strength decay, failing to reflect actual instantaneous stability.

[0099] The unloading springback test refers to unloading immediately after the relaxation period ends. The motor is reversed to unload the torque to 0 N⋅m at the same rate (0.05° / s), and the rotation angle is recorded from... bounce to The process.

[0100] Based on the mechanical principles of the vane shear test, the unloading modulus The slope of the unloading curve is used for calculation. Let the torque change during the unloading stage be ΔT, and the corresponding torsional angle change be Δθ (in radians). The expression for the probe's geometric coefficient C is: Then the unloading modulus The expression is: .

[0101] S3144: Input the unloading modulus into the design of the flexible protective structure as an input parameter for the design of the bending stiffness of the steel column.

[0102] In this embodiment, the unloading modulus obtained from in-situ testing is directly converted into design parameters for the support structure, achieving integrated "geology-structure" design. Since the steel columns in the flexible protection system primarily bear the passive earth pressure generated by slope deformation, the soil is in an unloaded state when softening or a landslide occurs. Therefore, the bending stiffness (EI) of the steel columns must match the unloading modulus of the soil.

[0103] Specifically, the unloading modulus calculated by S3143 The updated model is then input into the soil constitutive model in finite element software (such as ANSYS) to replace the original elastic modulus. When selecting steel columns, the bending moment distribution of the steel columns under landslide thrust is calculated based on the updated model. If the original design used H200 steel, and calculations show that its maximum deflection exceeds the limit (e.g., L / 250), the section needs to be upgraded to H250 steel until its bending stiffness EI can resist the deformation caused by soil unloading. A low unloading modulus indicates weak soil support, requiring strengthened anchorage design at the base of the steel column.

[0104] In one embodiment, step S316, embedding the modified parameters as prior constraints into the resistivity inversion model and adjusting the regularized damping coefficient in the inversion calculation, further includes: S3161: Establish a fitting function between the softening index and water content of the soil and rock mass, and input the fitting function as a constraint condition into the full waveform inversion algorithm.

[0105] In this embodiment, three representative boreholes were selected within the exploration area. Sampling tests were conducted to obtain the natural and saturated water contents of the soil at different depths. The corresponding softening index was calculated based on the in-situ test results. An exponential function was used for fitting, and the function form needed to conform to the physical law that soil softening exhibits a non-linear, accelerated decay with increasing water content. ,in This represents the natural moisture content, taken as the average of measured values, such as 15%. The saturated moisture content is the measured average, such as 35%; k is the fitting coefficient, obtained by least squares regression, with a value ranging from 1.5 to 2.5.

[0106] Specifically, the fitting function is embedded into the objective function of the Full Waveform Inversion (FWI) algorithm. Based on the traditional data fitting term, a moisture content constraint term is added to construct a new objective function E(m): ,in For observation data, Forward simulation data; The water content calculated for the model parameter m (resistivity / velocity); For softening index Theoretical moisture content calculated using a fitting function; Let be a Lagrange multiplier, and take 0.5.

[0107] S3162: Perform a process to remove false signals from the low-resistivity shielded area caused by high water content, and eliminate the abnormal resistivity interference caused by changes in groundwater salinity.

[0108] In this embodiment, high water-bearing strata (especially mudstone interlayers) typically exhibit low resistivity, but increased groundwater mineralization (such as being rich in electrolytes) can also lead to low resistivity, and it is necessary to distinguish between these two causes.

[0109] Specifically, a combined apparent resistivity-polarizability analysis was employed. Data was simultaneously acquired using a high-density electrical resistivity method (Wenner device, electrode distance 2m) and an induced polarization method (IP) to obtain the apparent resistivity. ) and charging rate (η), since mud-bearing interlayers usually exhibit "low resistance and high polarization" characteristics, while highly mineralized groundwater usually exhibits "low resistance and low polarization" characteristics.

[0110] Specifically, define the discriminant factor. To distinguish between the two: If the calculated >80, determined to be a mud-like interlayer; if <40 indicates high mineralization water.

[0111] S3163: Based on the pure signal after removing interference, accurately delineate the spatial distribution and thickness of potential mudstone interlayers, and update the high-precision three-dimensional geological model.

[0112] In this embodiment, a quasi-3D inversion technique is employed: during profile inversion, a two-dimensional resistivity inversion is performed on the clean signal of each survey line (using the smoothed constrained least squares method) to obtain a resistivity profile. On the profile, the clay interlayers appear as continuous low-resistivity closed loops (resistivity between 20 and 50 Ω⋅m). Then, the depths of the top and bottom plates of the low-resistivity layers from multiple survey lines are extracted as hard data points and imported into 3D geological modeling software (such as GOCAD). Kriging interpolation is used to construct the top and bottom interfaces of the clay interlayers. In the 3D geological model, the vertical distance between the top and bottom interfaces is calculated, which represents the thickness of the clay interlayer.

[0113] Specifically, the high-precision three-dimensional geological model is updated—the spatial solid model of the clay interlayer is merged with the geological model constructed in step S4 using Boolean operations. In the merged model, the clay interlayer is given special physical and mechanical properties: unit weight γ = 19 kN / m³. 3 The cohesion is c = 15 kPa (reduced based on a softening index of 0.83), the internal friction angle is ϕ = 12°, and the permeability coefficient is k = 1 × 10−6 cm / s. Meanwhile, the mud-like interlayers are marked with a striking red semi-transparent solid in the 3D model.

[0114] Furthermore, verification boreholes need to be drilled at the locations of the muddy interlayers delineated by geophysical exploration to confirm the thickness and properties of the interlayers. If the error between the geophysical thickness and the drilling thickness is ≤0.3m, the geophysical results are considered reliable; otherwise, the inversion damping coefficient λ is adjusted and recalculated.

[0115] It should be understood that the sequence number of each step in the above embodiments does not imply the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of this application.

[0116] In one embodiment, a slope investigation system for complex hydrogeological environments is provided, which corresponds to a slope investigation method for complex hydrogeological environments described in the above embodiments.

[0117] A slope investigation system for complex hydrogeological environments includes a slope type identification module, a multi-source collaborative investigation module, a hydro-mechanical parameter acquisition module, a 3D modeling and fusion analysis module, and a treatment scheme generation module. Detailed descriptions of each functional module are as follows: The slope type identification module is used to classify the exploration object into rock slope, soil slope or semi-rock and semi-soil slope based on the lithological characteristics of the slope, and to define the focus of targeted exploration according to the engineering geological characteristics corresponding to each type of slope. The multi-source collaborative exploration module is used to collect basic geological information of slopes by combining geological mapping, geophysical exploration, remote sensing interpretation and on-site drilling, based on the focus of targeted exploration. The hydro-mechanical parameter acquisition module is used to acquire the hydrological characteristic parameters of the target slope in real time based on the Internet-based dynamic penetration test and graded pumping test, including groundwater level, permeability coefficient and soil mechanical characteristic parameters. The 3D modeling and fusion analysis module is used to standardize and preprocess basic geological information and hydrological characteristic parameters, and calls the K-means clustering assignment algorithm combined with the 3D kriging interpolation algorithm to generate a high-precision 3D geological model of the target slope. The treatment plan generation module is used to optimize the component parameters of the flexible protection structure and design the collaborative prevention and control configuration based on the slope stability analysis results output by the high-precision three-dimensional geological model, and output a slope treatment implementation plan that is adapted to the complex hydrogeological environment.

[0118] For specific limitations regarding a slope investigation system for complex hydrogeological environments, please refer to the limitations of a slope investigation method for complex hydrogeological environments mentioned above, which will not be repeated here. Each module in the aforementioned slope investigation system for complex hydrogeological environments can be implemented entirely or partially through software, hardware, or a combination thereof. Each module can be embedded in or independent of the processor in a computer device in hardware form, or it can be stored in the memory of a computer device in software form, so that the processor can call and execute the corresponding operations of each module.

[0119] In one embodiment, a computer device is provided, which may be a server, and its internal structure diagram may be as follows: Figure 3As shown, the computer device includes a processor, memory, network interface, and database connected via a system bus. The processor provides computational and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system, computer programs, and database. The internal memory provides the environment for the operation of the operating system and computer programs in the non-volatile storage media. The database stores basic geological information of the slope, hydrological characteristic parameters, etc. The network interface is used for communication with external terminals via a network connection. When the computer program is executed by the processor, it implements a slope exploration method for complex hydrogeological environments.

[0120] In one embodiment, a computer device is provided, including a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, it implements the steps of the slope exploration method for complex hydrogeological environments described above.

[0121] In one embodiment, a computer-readable storage medium is provided having a computer program stored thereon, which, when executed by a processor, implements the steps of the slope investigation method for complex hydrogeological environments described above.

[0122] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium. When executed, the computer program can include the processes of the embodiments of the above methods. Any references to memory, storage, databases, or other media used in the embodiments provided in this application can include non-volatile and / or volatile memory. Non-volatile memory may include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM), or flash memory. Volatile memory may include random access memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in a variety of forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), dual data rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous link DRAM (SLDRAM), RAMbus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), etc.

[0123] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the above-described division of functional units and modules is used as an example. In practical applications, the above functions can be assigned to different functional units and modules as needed, that is, the internal structure of the device can be divided into different functional units or modules to complete all or part of the functions described above.

[0124] The above-described embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this application, and should all be included within the protection scope of this application.

Claims

1. A slope investigation method for complex hydrogeological environments, characterized in that, include: Based on the lithological characteristics of the slope, the investigation objects are divided into rock slopes, soil slopes, or semi-rock and semi-soil slopes; based on the engineering geological characteristics of each type of slope, the focus of targeted investigation is defined. Based on the aforementioned targeted exploration focus, basic geological information of the slope is collected through a multi-method collaborative exploration model; Based on the Internet-based dynamic penetration test and graded pumping test, the hydrological characteristic parameters of the target slope were obtained, and the groundwater level, permeability coefficient and soil mechanical characteristic parameters were obtained. The basic geological information and the hydrological characteristic parameters are standardized and preprocessed, and a high-precision three-dimensional geological model of the target slope is obtained by combining the K-means clustering assignment algorithm with the three-dimensional kriging interpolation algorithm. Based on the slope stability analysis results output by the high-precision three-dimensional geological model, the component parameters of the flexible protection structure were optimized and the collaborative prevention and control configuration was designed, resulting in a slope treatment implementation plan adapted to complex hydrogeological environments.

2. The slope investigation method for complex hydrogeological environments according to claim 1, characterized in that, The method of collecting basic geological information of slopes through multi-method collaborative exploration includes: For the rock slope, the focus is on the characteristics of the rock mass structural planes, and data on the orientation and development degree of the structural planes are obtained through engineering geological mapping, drilling and elastic wave CT detection. For the aforementioned soil slope, the focus is on soil strength parameters, and the physical and mechanical properties of the soil are obtained through pit exploration, drilling, and dynamic penetration testing. For the aforementioned semi-rock and semi-soil slope, the stability state of the underlying bedrock is determined by combining drilling and geophysical data. A slope real-scene model is constructed using oblique photography, and the slope real-scene model is registered with the engineering geological mapping data to obtain the basic geological information including topography, lithology distribution and overburden thickness.

3. The slope investigation method for complex hydrogeological environments according to claim 1, characterized in that, The optimization of component parameters and collaborative prevention and control configuration design of the flexible protective structure include: The various common failure modes of flexible protective structures were identified, and the buckling failure mode of steel columns was set as the core optimization object. Based on the heterogeneous distribution pattern of strata and the evolution characteristics of groundwater level fluctuations obtained from the high-precision three-dimensional geological model inversion, the steel column component configuration is limited to an H-shaped steel section configuration, and transition rope components are arranged in the support rope system to reconstruct the internal force transmission path of the structure. Based on the reconstruction results of the internal force transmission path, the parameters of steel column burial depth, anchorage angle and transition rope spacing are iteratively optimized to output a slope treatment implementation plan adapted to complex hydrogeological environments.

4. The slope investigation method for complex hydrogeological environments according to claim 1, characterized in that, After obtaining the hydrological characteristic parameters of the target slope using the Internet-based dynamic penetration test and tiered pumping test, the method further includes: Real-time monitoring of groundwater level fluctuations and soil permeability coefficients; calculation of the hydrological deviation of the current exploration point in the high-precision three-dimensional geological model. The hydrological deviation is subjected to risk classification to obtain dynamic early warning parameters for slope stability; Based on the dynamic early warning parameters, calculate the softening index of the soil and rock under the current hydrogeological conditions; The loading and holding time of the in-situ test and the damping coefficient of the geophysical inversion algorithm are adjusted synchronously according to the softening index of the soil and rock mass, and the adjusted parameters are fed back into the high-precision three-dimensional geological model to dynamically correct the mechanical characteristic parameters of the soil mass.

5. A slope investigation method for complex hydrogeological environments according to claim 4, characterized in that, The softening index of soil and rock under the current hydrogeological conditions is calculated based on the dynamic early warning parameters. The loading duration of the in-situ test and the damping coefficient of the geophysical inversion algorithm are adjusted synchronously based on the softening index of the soil and rock mass, including: Based on the dynamic early warning parameters, obtain the pore water pressure at the current exploration point and the seepage destructive force corresponding to the hydrological deviation. Based on the pore water pressure and the seepage destructive force, the degree of deterioration of the current geological structural surface under water erosion is calculated, and the degree of deterioration is mapped to the rock and soil softening index. Based on the softening index of the soil and rock mass, the creep rate of the current geological structural surface under shear action is calculated to obtain the rheological property parameters. The torsional shear loading rate of the vane shear test is adjusted according to the rheological properties parameters, and the stress relaxation period of each layer is controlled according to the torsional shear loading rate. Based on the softening index of the soil and rock mass, obtain the gradient of the dielectric constant change of the current stratum; The gain compensation algorithm for the ground-penetrating radar detection signal is modified according to the dielectric constant abrupt gradient, and the modified parameters are embedded into the resistivity inversion model as prior constraints to adjust the regularization damping coefficient of the inversion calculation.

6. A slope investigation method for complex hydrogeological environments according to claim 5, characterized in that, The step of adjusting the torsional shear loading rate of the vane shear test according to the rheological property parameters, and controlling the stress relaxation period of each layer test according to the torsional shear loading rate, includes: Obtain the probe's rotation angle and corresponding torque output value during in-situ testing; Based on the soil softening index, identify whether the current soil exhibits strain softening characteristics; If the soil is determined to be strain-softened, a decreasing loading strategy is adopted to shorten the stress relaxation period, and an unloading rebound test is performed immediately after the peak strength is reached to obtain the unloading modulus of the soil. The unloading modulus is input into the design of the flexible protective structure as an input parameter for the design of the bending stiffness of the steel column.

7. A slope investigation method for complex hydrogeological environments according to claim 5, characterized in that, The step of embedding the modified parameters as prior constraints into the resistivity inversion model and adjusting the regularized damping coefficient in the inversion calculation also includes: A fitting function for the softening index of soil and rock mass and the water content of soil and rock mass is established, and the fitting function is used as a constraint condition to input into the full waveform inversion algorithm. The low-resistivity shielding area caused by high water content is processed to remove false interference and eliminate the abnormal resistivity interference caused by changes in groundwater salinity. Based on the clean signal after removing interference, the spatial distribution and thickness of potential mudstone interlayers are accurately delineated, and the high-precision three-dimensional geological model is updated.

8. A slope investigation system for complex hydrogeological environments, characterized in that, include: The slope type identification module is used to classify the exploration object into rock slope, soil slope or semi-rock and semi-soil slope based on the lithological characteristics of the slope, and to define the focus of targeted exploration according to the engineering geological characteristics corresponding to each type of slope. The multi-source collaborative exploration module is used to collect basic geological information of slopes by combining geological mapping, geophysical exploration, remote sensing interpretation and on-site drilling, based on the targeted exploration focus; The hydro-mechanical parameter acquisition module is used to acquire the hydrological characteristic parameters of the target slope in real time based on the Internet-based dynamic penetration test and graded pumping test, including groundwater level, permeability coefficient and soil mechanical characteristic parameters. The 3D modeling and fusion analysis module is used to standardize and preprocess the basic geological information and the hydrological characteristic parameters, and call the K-means clustering assignment algorithm combined with the 3D Kriging interpolation algorithm to generate a high-precision 3D geological model of the target slope. The treatment scheme generation module is used to optimize the component parameters of the flexible protection structure and design the collaborative prevention and control configuration based on the slope stability analysis results output by the high-precision three-dimensional geological model, and output a slope treatment implementation plan that is adapted to the complex hydrogeological environment.

9. A computer device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the steps of the slope exploration method for complex hydrogeological environments as described in any one of claims 1 to 7.

10. A computer-readable storage medium storing a computer program, characterized in that, When the computer program is executed by the processor, it implements the steps of the slope exploration method for complex hydrogeological environments as described in any one of claims 1 to 7.

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