101 results about "Strength parameter" patented technology

The invention discloses a deep learning-based intelligent identification method and system for rock and soil mechanical parameters, and aims to accurately identify the elastic modulus, strength parameter and permeability coefficient of rock and soil and support the decision and design of engineering projects under complex geological conditions. And starting from data demand analysis, determining a parameter identification target and planning a field test layout. A basic data set is constructed by comprehensively collecting and integrating multi-source data including laboratory and field test data, remote sensing information and the like. The data is pre-processed and analyzed to remove noise and explore associations between the data. The method comprises the following core steps: constructing a rock-soil mechanical model by using a deep learning algorithm, and realizing high-precision inversion of parameters by defining and optimizing an objective function. And verifying an inversion result and carrying out uncertainty analysis. According to the method, an analysis result is fed back to engineering design adjustment and decision support, and scheme optimization is achieved. The model and strategy are dynamically adjusted through continuous monitoring and real-time data, and safety and high efficiency of engineering implementation are guaranteed.

The invention provides a fractured rock mass surrounding rock grouting quality evaluation method, and relates to the technical field of geotechnical engineering.The method comprises the following steps that permeability test data and acoustic velocity test data of fracture connectivity and mechanical states of a target surrounding rock area are obtained before grouting, and a characterization parameter data set of fractures before grouting is formed; synchronously acquiring three-dimensional point cloud data to calculate the volume of a fracture cavity; in the grouting process, electromagnetic field intensity data is collected to calculate the grouting filling rate, resistivity time sequence data is collected to calculate the cementation uniformity index, strain time sequence data is collected to calculate the strain gradient, and a grouting integrity index is formed through multi-feature fusion; after grouting, permeability and sound wave velocity data are obtained again, and the fracture characterization performance improvement rate is calculated; acquiring penetration test data to calculate a stone body strength parameter; and performing multivariate fusion on the grouting integrity index, the fracture characterization performance improvement rate and the stone body strength parameter to calculate a comprehensive quality score, and comparing the comprehensive quality score with a preset threshold value to perform grading evaluation.

The invention provides a deep-buried soft rock tunnel supporting structure design method based on energy regulation and control, and belongs to the technical field of tunnel engineering. Comprising the following steps: obtaining components of crustal stress in a large principal stress direction, a middle principal stress direction and a small principal stress direction; manufacturing a rock cylinder test piece and a cube test piece; carrying out a conventional uniaxial compression test on the cylindrical test piece to obtain basic strength parameters of the surrounding rock; carrying out a true triaxial loading and unloading test on the cubic test piece to obtain the ultimate dissipated energy of the surrounding rock; drawing up a tunnel anchor rod supporting structure design scheme; establishing a deep-buried soft rock tunnel calculation model considering the synergistic effect of the surrounding rock and the anchor rod, and calculating the dissipated energy density of the surrounding rock and the absorbed energy of the supporting structure; the instability energy judgment basis of the surrounding rock and the instability energy judgment basis of the anchor rod are calculated; and judging the stability of the surrounding rock and the stability of the anchor rod. The method is suitable for the tunnel in a deep high-energy geological environment, and can reflect the energy driving essence of the instability failure of the high-ground-stress deeply-buried soft rock tunnel.

A rock mass cavern seismic dynamic stability analysis method considering layer vibration degradation comprises the following steps: determining transverse isotropic elastic mechanical behaviors, strength criteria and plastic potential functions of a layered rock mass, and constructing an elastic-plastic degradation constitutive model of the layered rock mass; determining a stratified rock mass layer surface strength parameter calculation formula under the earthquake action, determining a stratified rock mass rock mass strength parameter calculation formula, and establishing a stratified rock mass strength parameter evolution rule considering the layer surface vibration degradation effect; defining a layer damage degree index, and constructing a layered rock mass damage degree evaluation index under the earthquake action; and calculating the earthquake stability safety degree coefficient of the rock mass underground cavern, and determining the earthquake stability safety degree interval of the rock mass underground cavern. According to the method, the layer vibration degradation effect is considered, the safety evaluation result is more accurate, the application range is wide, the principle is simple, the physical significance is clear, the earthquake stability of the rock mass underground cavity is effectively analyzed, and the method has good practical engineering application prospects.

The invention discloses a shear strength parameter determination method considering earthquake action, which comprises the following steps: collecting a soil sample of a research area, air-drying, dispersing the soil sample into single particles, and sieving to obtain the stone content of the soil sample; the method comprises the following steps: preparing a compacted cylindrical sample from a soil sample, and placing the compacted cylindrical sample in a triaxial testing machine for a triaxial test to obtain static strength parameters of the soil sample; collecting seismic magnitude data of the research area, and determining the seismic magnitude of the research area; and according to the stone content, the static strength parameter and the earthquake magnitude, calculating the shear strength parameter of the research area under the earthquake action by adopting a shear strength damage cracking model. Based on PFC numerical simulation software, dynamic triaxial numerical simulation of the accumulation body is carried out and compared with an indoor test result, the change rule and numerical value of the numerical simulation result are close to those of the indoor test result, the parameter error is smaller than 50%, and the reasonability of the established accumulation body sample model and the calculated dynamic strength parameters is verified.

The invention relates to the technical field of slope stability prediction, in particular to a slope stability evolution prediction method of a main shock and aftershock sequence cumulative damage mechanism. The method comprises the following steps: determining an initial strength parameter of a slope sliding surface rock-soil body and a dynamic strength attenuation parameter under the action of a main shock and aftershock sequence through an indoor cyclic load test, and establishing a cumulative damage model; three-dimensional side slope geometric features are obtained, and the spatial orientation and the stress direction of a potential sliding surface are determined; calculating a dynamic sliding force in combination with seismic oscillation parameters, and updating an effective strength parameter and a dynamic anti-sliding force of the sliding surface in real time; and carrying out staged calculation and dynamic evolution analysis by adopting a limit equilibrium method or a strength reduction method. According to the method, by introducing a rock-soil body strength accumulated damage and progressive attenuation mechanism under the cyclic action of the main and aftershock sequences, the damage accumulation process and the stability evolution law of the slope stability along with the development of the main and aftershock sequences are described, so that the progressive instability process and the accumulated instability risk driven by the aftershock after the main shock is triggered can be identified.

The invention discloses a rock triaxial statistical damage constitutive model construction method based on an energy dissipation theory. The method comprises the following steps: step 1, defining a function relationship between an energy dissipation ratio and an axial strain corresponding to a rock test piece; 2, obtaining a rock damage evolution equation; 3, constructing a rock damage constitutive model; and 4, obtaining stress-axial and radial strain relation curves of the rock through an indoor test, determining mechanical strength parameters and energy parameters of the rock sample according to test data, identifying model parameters according to a test result, and determining a damage threshold value according to an energy dissipation ratio-axial strain relation curve stagnation point. According to the rock triaxial statistical damage constitutive model construction method based on the energy dissipation theory provided by the invention, the problem in the prior art that the rock damage evolution process cannot be represented for a rock material showing obvious nonlinear characteristics in a compaction stage and a residual deformation stage is solved.

The invention relates to the technical field of geotechnical engineering, in particular to a slip crack surface calculation method for a limited-width soil body in an active non-limit state. Comprising the following steps: step 1, determining a gradual exertion rule of a limited soil body internal friction angle and cohesion between the rigid gravity type retaining wall and an existing bedrock, a wall-soil external friction angle and wall-soil interface cohesion developing along with the displacement of the retaining wall, and establishing mathematical characterization of limited soil body non-limit state strength parameters developing along with the displacement of the retaining wall; step 2, establishing a relationship among the horizontal stress, the interlayer shear stress and the average vertical stress; step 3, establishing a balance equation of the rectangular area and the triangular area in the horizontal and vertical directions; 4, solving the slip crack surface inclination angle meeting the plastic upper limit theorem by adopting a numerical method; and 5, calculating the resultant force of the horizontal active soil pressure and the upsetting moment of the horizontal active soil pressure on the wall heel. The method provides a theoretical calculation basis for the design of the soil retaining structure under the working condition of the limited-width soil body.

The invention belongs to the field of coal seam coal rock mechanical property testing, and particularly relates to an accurate fidelity testing method for three-resistance strength parameters of coal rock before heat injection and permeability increase. Comprising the following steps: S1, sample preparation; s2, testing equipment configuration; s3, environment control; testing in the testing cover, setting the temperature and humidity in the testing cover to be consistent with the original sample environment, setting the temperature fluctuation range to be less than or equal to + / -1 DEG C, and maintaining parameter stability through an automatic adjusting system; s4, testing compressive strength; loading at a constant speed of 0.5 MPa / s, recording a failure load and calculating compressive strength c = Fc / A; s5, tensile strength testing; stretching at the speed of 1MPa / s, recording the fracture load and calculating the tensile strength r = 2Fr / piDt; s6, testing the shear strength; loading shear force at a constant speed, recording a failure load and calculating shear strength; S7, analyzing data; and after abnormal values are removed, generating a strength parameter curve, and comparing mechanical property data in different stress states. The accurate fidelity testing method for the three-resistance strength parameters of the coal rock before coal seam heat injection and permeability increase has the advantages of being easy and convenient to operate, rapid in testing, accurate in data and the like.

The invention discloses a pile-soil interface shearing algorithm considering related characteristics of a soil body state. The pile-soil interface shearing algorithm is suitable for calculating pile side friction resistance after a pile foundation is driven in offshore engineering. The method mainly comprises the following steps: (1) transferring stress and strain tensors obtained by calculation of a constitutive model considering that rigidity and strength parameters of a soil body change along with the state of the soil body to a soil and structure interface shear model; (2) assuming that a soil and structure contact interface is in a simple shearing state, and iteratively solving the normal strain of the interface; and (3) calculating the normal stress and the interface tangential stress through the calculated normal strain, and considering the influence of the strength change of the pile-side soil body on the interface shear strength. According to the method, the soil constitutive model related to the state is introduced on the basis of traditional coulomb friction, constitutive responses of the soil in different confining pressure and shear strain states can be reflected, pile-soil interface mechanical behaviors are calculated, and the influence of soil characteristics on the interface behaviors is reflected more reasonably.

The invention discloses a method, a device and equipment for optimizing the static strength of a composite material outer wing box section. The method comprises the following steps: performing static calculation on a finite element model of the composite material outer wing box section to obtain an internal force solution; independently carrying out static strength parameter optimization on the structure of the composite material outer wing box section by adopting a dichotomy according to the internal force solution to obtain optimized parameters; carrying out attribute updating on the finite element model according to the optimization parameters to obtain an updated finite element model; when it is determined that the weight of the updated finite element model meets the requirement, static strength checking and parameter adjustment are conducted on the updated finite element model, and an optimization result is obtained. The internal force distribution of the composite material outer wing box section structure is calculated based on the finite element model, static strength parameter optimization is independently carried out on the skin and the stringer based on an internal force solution so as to realize optimal decoupling of the skin and the stringer, structural parameters which meet the strength requirement and are the lightest in structural weight are obtained, and therefore the efficiency of static strength optimization of the composite material outer wing box section is improved.

The invention provides a deep rock mass stress state characterization method based on rock strength nondimensionalization, and belongs to the field of rock mechanics engineering. The method comprises the following steps: firstly, acquiring true three-dimensional stress of a rock mass and basic mechanical parameters of the rock, then carrying out dimensionless processing on principal stress according to the ratio of stress to rock strength parameters, and constructing a stress difference coefficient based on dimensionless stress difference to represent the three-dimensional stress non-uniformity. According to the method, the absolute magnitude of stress, the strength closeness and the three-dimensional stress non-uniformity can be reflected at the same time, and a universal and scientific evaluation system is provided for deep rock mass health evaluation, dynamic disaster prediction and underground engineering design.

This invention provides a method for calculating the bearing capacity of tunnel anchors based on the rock mass quality index BQ, comprising the following steps: S1, obtaining the surface and strata conditions of the anchor site area, as well as the structural types of the main cable and tunnel anchor, and establishing a two-dimensional planar model and a three-dimensional spatial model; S2, statistically analyzing the rock strata composition and proportion on the side of the anchor body through model intersection and segmentation; S3, calculating the rock mass quality index BQ and the corrected index CBQ for each rock stratum on the side of the anchor body according to the strata conditions; S4, calculating the comprehensive rock mass quality index KBQ based on the proportion of each rock stratum on the side of the anchor body and the corrected index CBQ, and calculating the shear strength parameter; S5, calculating the allowable pull-out load on the side of the anchor body without through shear or local shear stress failure based on the shape parameters of the anchor body and the shear strength parameter on the side of the anchor body. This invention proposes a method for calculating the allowable pull-out load of tunnel anchors based on the rock mass quality index BQ, which can accurately evaluate the bearing performance of tunnel anchors.

The invention discloses a tunnel secondary lining concrete damage mechanical test method which comprises the following steps: step 1, preparing a tunnel secondary lining crack concrete test piece, and arranging one or more compressible units in the tunnel secondary lining crack concrete test piece; step 2, arranging a plurality of initial marking points on the side surface of the tunnel secondary lining crack concrete test piece; step 3, obtaining an initial coordinate value of each initial mark point in the corresponding coordinate system; 4, erecting an image device in front of the to-be-monitored side surface; step 5, applying an external force downwards to the upper end of the tunnel secondary lining crack concrete test piece, and in the process of applying the external force, continuously photographing the to-be-monitored side surface by the image device to obtain a plurality of initial mark point change images; step 6, determining displacement change and direction change of the initial mark point between any two moments, and establishing a displacement field; and step 7, determining the position of the shear band. By adopting the method, the real strength parameters of the tunnel secondary lining concrete containing the damaged interlayer can be provided.

The invention discloses a seismic data-based pre-drilling evaluation method and device for vertical well wall stability. The method comprises the following steps of: obtaining related data of pre-drilling well drilling design of a target well; pre-stack and post-stack seismic inversion is carried out, and stratum elastic parameters of the target well position are obtained; calculating formation pressure and ground stress parameters of the target well position based on the formation elastic parameters; obtaining the strength parameter, cohesion and internal friction angle of the stratum rock at the target well position through a rock physical test experiment or based on the stratum elastic parameters; carrying out numerical simulation on the stability of the well wall around the well to obtain vertical stress, tangential stress and radial stress in different directions around the well; and analyzing the magnitude relationship of the vertical stress, the tangential stress and the radial stress along different directions of the well circumference so as to judge the tensional failure and the shear failure possibly occurring around the well circumference in the drilling process, and completing the pre-drilling evaluation of the well wall stability of the drilling well. According to the method, the pre-drilling evaluation of the vertical well wall stability can be realized.

The application provides a model test method for simulating progressive weakening of slope strength, and relates to the technical field of geomechanical model test, which comprises the following steps: curing base material to obtain a sample, wherein the sample is a cylinder; selecting a weakening solution by trial method according to a preset model slope evolution time length; performing a weakening test on the model slope by immersing the model slope in the weakening solution; obtaining evolution process information of the model slope, and determining a critical time corresponding to the occurrence of a sliding surface of the model slope; performing a weakening test on the sample by using the weakening solution, and performing an unconfined compression test on the sample when the test time reaches the critical time, so as to obtain the cohesion of the sample; and calculating the critical cohesion of a prototype slope from the cohesion of the sample. In the case that the shear strength of the slope body is insufficient, the strength parameter of the slope body is gradually reduced, and the whole process of the slope body instability evolution is studied.

The invention relates to the technical field of concrete strength detection, and discloses a concrete strength detection system for engineering supervision and a detection method thereof, the concrete strength detection system for engineering supervision comprises: an adjustable resiliometer for obtaining resilience data under different impact energies at the same test point; the nonmetal ultrasonic detector is used for acquiring ultrasonic data of concrete; the data processing and analyzing end is used for processing and analyzing the springback data of each test point, judging the validity of the springback data according to a processing and analyzing result, and judging a concrete springback test result according to valid data in the springback data; the concrete strength state is judged according to the concrete rebound test result and the ultrasonic result; according to the invention, different grades of impact energy are adopted to carry out strength detection on the same test point, and the concrete rebound test result is judged according to effective data in the rebound data, so that the strength parameters of the concrete can be accurately obtained.

The invention discloses an improved Hoek-Brown criterion-based slate softening constitutive model strength prediction method, which comprises the following steps of: respectively introducing water saturation and bedding dip angle parameters on the basis of the traditional Hoek-Brown criterion, correcting by taking the water saturation and bedding dip angle parameters as independent variables influencing rock strength parameters, and constructing an improved constitutive model considering the combined action of environmental conditions and bedding geometry. The model is combined with anisotropic elastic parameters of the layered slate, the change rule of the triaxial compression strength of the slate under the conditions of different water saturations and bedding dip angles can be reflected, and high-precision strength prediction is achieved. Meanwhile, the invention provides a corresponding numerical simulation process which comprises the steps of improved criterion parameter calibration, anisotropic elastic parameter determination, yield criterion construction, software implementation and the like, and a reliable safety evaluation and prediction means is provided for geotechnical engineering.

The invention belongs to the technical field of coal mine underground reservoirs, and particularly relates to a design method for a flat plate type artificial dam body of a coal mine underground reservoir. Comprising the steps that strength parameters of the artificial dam body after performance degradation in the complex hydraulic environment are determined; an artificial dam body three-dimensional thick plate elastic mechanical model is constructed, boundary conditions of the artificial dam body three-dimensional thick plate elastic mechanical model are determined, the mechanical model is solved through an energy variational method, and the internal stress distribution condition of the artificial dam body is determined; constructing an artificial dam body stretching-shearing composite yield criterion; determining an artificial dam body design scheme feasible region based on a stretching-shearing composite yield criterion; and determining a reasonable design depth range of the artificial dam body cutting based on rigidity matching and shear resistance. According to the method, the stress distribution of the artificial dam body of the underground reservoir can be accurately obtained, accurate identification of different damage types can be realized, the reasonable slotting depth can be determined, the coordination and stability of connection between the artificial dam body and surrounding coal and rock masses can be effectively improved, and thus the stability and reliability of the artificial dam body in long-term operation are ensured.

The invention relates to a horizontal and vertical seismic oscillation joint selection method based on a vector type generalized condition intensity parameter, which comprises the following steps of: giving out seismic geologic feature information of an example site area, and determining a condition intensity parameter and a target intensity parameter; carrying out risk analysis and decomposition on the example site, determining a site earthquake fracture scene Rup, and obtaining the set magnitude and distance of the site; based on the set magnitude and distance, constructing conditional distribution of target strength parameters; based on a mean vector and a standard deviation vector of the target strength parameter calculated based on the conditional distribution of the target strength parameter, generating multivariate logarithmic normal distribution of horizontal and vertical strength parameter vectors through simulated sampling; and randomly selecting a seismic oscillation set in the seismic oscillation database, repeatedly calculating the residual error and the total residual error value between the simulated multivariate logarithmic normal distribution and the actual seismic oscillation record, selecting the seismic oscillation set which most accords with the target strength parameter each time through multiple cycles, and optimizing to obtain the seismic oscillation set with the minimum residual error and the minimum total residual error.

The application discloses a kind of mesoscopic parameter multistage calibration method suitable for discrete element linear contact bonding model.The method follows the three-level progressive system of "single component-mixture-structure", and adopts the decoupling strategy of "stiffness first, strength later".Firstly, based on the uniaxial compression simulation of single component and mixture, the mapping relationship between macro modulus and mesoscopic normal stiffness is established to calibrate the stiffness parameter, and the parameter precision is further improved by structure load model fine tuning;then, based on the splitting simulation of single component and mixture, the mapping relationship between macro strength and mesoscopic tensile strength is established to calibrate the strength parameter.The method solves the problem of low efficiency and unclear physical meaning of traditional trial-and-error method, significantly improves the efficiency, accuracy and physical reasonableness of discrete element mesoscopic parameter calibration.

The present invention discloses a method and system for analyzing a loss of coolant accident in solid fuel of a pressurized water reactor, comprising the following steps: determining the strength parameters of the cladding material in the pressurized water reactor fuel cladding, and establishing a failure judgment criterion for the cladding in the fuel pellet; determining the relationship between the coolant height and flow rate and time based on the LOCA case of the solid fuel, fitting the relationship into an empirical function, and establishing a coolant loss and reflooding model to realize the entire process of coolant loss, replenishment, and flooding the core over time; calculating the temperature distribution of the fuel pellet and the cladding and the stress and strain of the cladding at each moment based on the fuel pellet linear power and the physical properties of the fuel pellet, the cladding, and the gap between the fuel pellet and the cladding, and the coolant loss and reflooding model; and analyzing the cladding failure of the fuel pellet based on the stress and strain of the cladding in the fuel pellet and the failure judgment criterion of the cladding in the fuel pellet.

The invention discloses a hard rock surrounding rock deformation risk early warning method, and relates to the technical field of tunnel construction safety, and the method comprises the steps: firstly determining influence parameters based on deformation monitoring data of a hard rock tunnel, and carrying out the data preprocessing; thirdly, an LSTM neural network model used for time sequence prediction is built and trained, and the model is used for predicting the future deformation condition; and finally, based on a prediction result, introducing a deformation early warning standard to perform safety evaluation on the predicted deformation, thereby realizing prediction of the construction safety of the unconstructed section of the tunnel. According to the method, a highly matched prediction model is constructed by considering the size effect of the hard rock mass and the coupling relation between the strength parameters and the construction dynamic parameters, the accuracy and timeliness of deformation prediction are remarkably improved, hard rock mass tunnel construction is effectively guided, engineering design and management are optimized, and safety and economical efficiency are improved.

This invention discloses a stability analysis method for the bearing arch of a large-span tunnel based on compressive and tensile safety factors, belonging to the field of tunnel and underground engineering construction data analysis technology. The method includes the following steps: obtaining the tunnel geometry, surrounding rock mechanical strength, ground stress, and support parameters; simplifying the bearing arch formed by anchor spraying reinforcement into an arched beam elastically fixed to the sidewalls at both ends; determining the plastic loosening zone of the roof slab through numerical simulation, and using its self-weight as the main vertical load; calculating the internal forces and edge normal stresses of key sections of the bearing arch using structural mechanics, and classifying them into compressive and tensile stresses accordingly; calculating the compressive and tensile safety factors of each section based on the natural strength parameters of the surrounding rock, and using the minimum value as a quantitative index for evaluating the overall stability of the bearing arch. This invention establishes a quantitative mechanical model of the bearing arch, realizing accurate and convenient assessment of the safety of the anchor spraying support structure of the roof slab of ultra-large span tunnels.

The invention provides a tunnel surrounding rock strength advanced prediction method based on machine learning, which comprises the following steps: carrying out element test and compression and tensile test on various weathered rocks, and establishing an experimental database; generating intensity parameters and unit parameters through statistical sampling, performing numerical simulation, and constructing a simulation database; according to experiment and simulation data, respectively training element contents and test results, and simulating a mapping model between input and output; constructing a target function by taking the minimum model error as a target, and establishing a parameter matching mechanism by using an optimization algorithm in combination with element data of the rock to be measured to obtain optimal calculation parameters; and finally, parameters are tested and predicted according to field elements, surrounding rock modeling and deformation analysis are carried out, and support is provided for construction risk judgment.

The invention discloses an underground engineering surrounding rock disturbance degree monitoring method and monitoring system, and relates to the field of underground engineering monitoring, and the monitoring method comprises the steps: constructing a three-dimensional numerical model comprising a surrounding rock sensing device and a target region surrounding rock, surrounding rock mechanical strength parameters and pore water pressure monitored by a surrounding rock sensing device are input as finite element simulation of a three-dimensional numerical model to provide accurate physical parameters, and boundary conditions are set to ensure that a simulation environment is consistent with an actual project; after finite element simulation is conducted on the three-dimensional numerical model, the axial force load and the displacement variation monitored by the surrounding rock sensing device are compared with the first finite element simulation result, and a second finite element simulation result is output on the basis that the comparison result meets the preset requirement; the surrounding rock stress, the surrounding rock plastic zone range, the surrounding rock deformation amount and the surrounding rock strain result contained in the second finite element simulation result can directly represent the surrounding rock disturbance degree, manual judgment according to experience is not needed, and therefore the accuracy of surrounding rock disturbance degree monitoring can be improved.

This application discloses a rapid method for determining the macroscopic strength parameters of layered rock masses. For layered rock masses without discontinuous joints or fractures, the method includes the following steps: S1. Conducting conventional uniaxial triaxial compression tests on matrix rock blocks to obtain the stress-strain curves of the matrix rock blocks, and fitting the peak strength and residual strength of the matrix rock blocks under different confining pressures to obtain the strength parameters of the matrix rock blocks; S2. Conducting shear tests on bedding samples to obtain the stress-strain curves of the bedding surfaces, and fitting the peak strength and residual strength of the bedding surfaces under different normal stresses to obtain the strength parameters of the bedding surfaces; S3. Taking the average of the peak strength of the matrix rock blocks and the peak strength of the bedding surfaces, as well as the average of the residual strength of the matrix rock blocks and the residual strength of the bedding surfaces, to obtain the macroscopic equivalent strength parameters of the layered rock mass without discontinuous joints or fractures.

The invention provides a test system for determining strength parameters of marine shallow soft clay. The test system comprises a loading device, a simulation controller and a data processing module, an S-shaped tension and compression sensor, a floating joint, a tungsten steel probe rod and a probe are arranged above the n-shaped bracket, and a pore pressure sensor is arranged in the probe; the simulation controller is used for controlling the servo motor to rotate so as to drive the linear module to move up and down, so that the sensor base is driven to move up and down, and the excess pore water pressure value in the soil body at the position of the probe is measured; the system disclosed by the invention can accurately measure parameters such as pore pressure in a ship-based on-site environment, is portable, low in cost, high in automation degree and strong in stress-strain control compatibility, and can truly and reliably measure parameters such as strength, deformation and pore pressure of the marine soft clay.

The present invention provides a method for evaluating slope stability under complex conditions, belonging to the fields of engineering disaster prevention and mitigation and computer-aided design. Based on the function relationship between the major principal stress and the minor principal stress of the general non-linear strength criterion in the form of the principal stress, by using the tangent direction of the slip surface at any point on the potential slip surface as its most unfavorable shear direction, the correlation calculation formula of the slip surface stress with its major principal stress and minor principal stress is derived. Then, according to the spatial position relationship between the Mohr stress circle and the shear strength envelope, the mathematical equation of the slip surface shear strength parameter associated with the general non-linear strength criterion in the form of the principal stress is obtained. Subsequently, a cyclic iterative solution strategy is adopted to break the mutual nesting relationship among the slip surface acting force, the slip surface stress and the slip surface shear strength parameter in the evaluation method. The present invention provides a scientific basis for reliably preventing slope collapse and implementing reinforcement measures, and has the advantages of high calculation efficiency, wide application range, strong practicability, etc.