125 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 relates to the technical field of slope monitoring, and discloses a slope partition anisotropy stability analysis method and device, and the method comprises the steps: obtaining the geological structure information of a slope; building a finite element model according to the geological structure information; carrying out partition anisotropy analysis on the slope rock-soil body based on a finite element model; constructing a partition anisotropy whole-process change analysis model under the dynamic load application; and carrying out coupling analysis processing on the whole-process change analysis model and the seepage field to obtain a slope stability analysis result. According to the method, the finite element analysis model is constructed for the slope, the whole-process change form of rock-soil body strength parameter partition anisotropy is analyzed in a graded load applying mode, the seepage field is coupled for slope stability analysis, and the mechanical behaviors of the slope under different working conditions can be simulated more accurately; and the difference response of rock-soil bodies in different areas in the slope under the stress effect is captured in time.

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.

The invention relates to the technical field of roadway supporting, in particular to a deep roadway surrounding rock grading and anchor rod supporting decision-making method and system, and the method comprises the steps: obtaining roadway data information; based on the crustal stress parameter, the rock stratum strength parameter, the underground water influence and the mining influence, the roadway surrounding rock stability level is obtained; and based on the roadway data information and roadway mine pressure appearance judgment, obtaining roadway basic support information according to the roadway surrounding rock stability level. According to the method, the roadway surrounding rock stability level is obtained, corresponding supporting forms and parameters are given according to supporting experience qualitative rating, deep roadway supporting quantitative division and qualitative rating are combined, and the graded supporting technology is more scientific. The problem that the deep roadway support parameter design is mainly based on engineering experience, and support parameters designed by engineering technicians with different experiences under the same engineering geological condition possibly have large differences is solved.

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.

Method to produce a component (1) made of composite material including one or more plies (2, 3) associated with each other. Said method involves a series of steps (4) for the fatigue design of said component (1), including : (A) a first step in which a discretized model (5) is generated, for instance through a finite element model of the component (1), in which at least a first ply (2) and if appropriate at least a second ply (3) are divided, respectively, into two or more first portions (6) and two or more second portions (7), (B) a second step in which it is defined the location of one or more first damage initiation sites (8) and one or more second damage initiation sites (9), respectively within each of the two or more first portions (6) and in each of the two or more second portions (7), (C) a third step, in which a fatigue strength parameter is assigned to each of the damage initiation sites, (D) a fourth step, in which a load history to be simulated on the component is established, based on specific loading conditions, the total number of cycles (NC) to be simulated is divided into discrete blocks of cycles, assigning a loading condition for each block of cycles.

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 provides an old well shaft reconstruction cement sheath simulation device and simulation method, and relates to the technical field of cement sheath integrity detection. The old well shaft reconstruction cement sheath simulation method comprises the following steps: constructing a shaft stratum model; obtaining a pre-reconstruction strength parameter of the old well shaft model before shaft reconstruction; the inner side of the sleeve is filled with an expansion liner tube; secondary perforation is formed, so that an old well shaft model after shaft reconstruction is formed; and obtaining a reconstructed strength parameter of the old well shaft model after shaft reconstruction. According to the old well shaft reconstruction cement sheath simulation method provided by the embodiment of the invention, the strength parameters of the shaft model before and after reconstruction can be tested so as to evaluate the influence of shaft reconstruction on the integrity of the cement sheath.

The invention provides a method for acquiring rock mass mechanical parameters in an initial crustal stress state based on a digital drilling technology, and relates to the technical field of geotechnical engineering reconnaissance, the method comprises the following steps: 1, acquiring four drilling parameters of propulsive force F, torque M, drilling speed V and rotating speed N through monitoring equipment; 2, based on the drilling parameters and the indoor rock strength parameters, the initial ground stress of the surrounding rock of the tunnel face is obtained; thirdly, the rock mass compressive strength of each construction cycle tunnel face is analyzed based on the drilling parameters and the initial ground stress, and the rock mass elasticity modulus is determined based on energy conservation; and 4, constructing a tunnel face rock mass mechanical parameter and initial crustal stress identification model based on deep learning, training the model by using a sample library, and further accurately obtaining each cycle crustal stress and rock mass mechanical parameter. The method can effectively help constructors to judge the overall stability of the tunnel, and in-situ quantitative detection of the strength parameters and the crustal stress state of surrounding rock of the tunnel face of tunnel engineering can be achieved.

The invention discloses an extreme support force calculation method and system for an over-consolidated sandy clay tunnel face, a terminal and a storage medium, and the method comprises the steps: determining model parameters, and determining equivalent strength parameters in combination with an over-consolidated sandy clay strength criterion of a coarse grain strengthening effect; according to a limit analysis theory, establishing a corrected tunnel face collapse model; the equivalent strength parameters are introduced into the collapse model, and a tunnel face collapse power equation is constructed; solving the power equation to obtain limit supporting force, and drawing a suggested design drawing of the supporting force of the tunnel face under the conditions of different over-consolidation degrees and sand contents; and determining the over-consolidation ratio and the sand content of the soil body in the tunneling process, and querying the design drawing to obtain a support force design reference value. According to the method, the ultimate soil pressure of the tunnel face under the conditions of different over-consolidation ratios and sand contents is rapidly calculated in the tunneling process, theoretical basis and design reference are provided for over-consolidated sandy clay layer tunnel engineering construction, construction safety is guaranteed, and construction efficiency is improved.

The invention relates to a deep tunnel support design method considering rock mass dynamic damage, which comprises the following steps: acquiring and dynamically updating rock mass in-situ mechanical parameters, engineering parameters and the like of a tunnel excavation surface in a strong earthquake region, and calculating to obtain rock mass dynamic damage and strength parameters by combining a GZZ three-dimensional dynamic strength theory; the method comprises the following steps: simulating a total stress-strain response process of surrounding rock under the action of three-dimensional static-dynamic coupling disturbance in a tunnel excavation process by introducing damage parameters of a dynamic disturbance rock mass and adopting a deep tunnel excavation static-dynamic coupling three-dimensional numerical model and a dynamic three-dimensional strength criterion; a stress control method is provided from two angles of dynamic force and static force to improve the stress state of a rock mass, so that the positive analysis support design of the deep tunnel under the conditions of blasting construction, strong earthquake or rock burst and the like is realized, and active control measures are adopted to realize active control of the stability of the surrounding rock of the deep tunnel in the strong earthquake area. Compared with the prior art, the method has the advantages that reliability and scientificity of dynamic analysis and support design of the deep tunnel rock mass in the strong earthquake area are improved, and the like.

The invention provides a method for carrying out slope stability numerical analysis under complex conditions, and belongs to the field of traffic geology engineering. According to the method, the incidence relation between the instantaneous cohesion and the instantaneous internal friction angle of the rock-soil body and the corresponding principal stress under the generalized nonlinear shear strength criterion is constructed, and iterative loop solving of the instantaneous cohesion and the instantaneous internal friction angle of the rock-soil body unit in numerical simulation calculation is realized; the problem that shear strength reduction is still completed by an existing strength reduction method depending on strength parameter reduction in the generalized nonlinear shear strength criterion is solved, and a reasonable and effective implementation way is provided for embedding the strength reduction method into slope stability numerical analysis under the generalized nonlinear shear strength criterion. The method has the advantages of being simple, convenient and easy to implement, reliable in calculation, high in solving efficiency, wide in application range, high in expansibility and the like, and a feasible implementation path is found for slope stability numerical analysis under complex conditions.

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 relates to the field of computational mechanics, in particular to a method for calibrating bonding strength parameters during simulation of a brittle solid material, and failure strength data of the brittle solid material is obtained at a preset dynamic strain rate through a split Hopkinson pressure bar (SHPB) iterative test. The failure strength under a certain strain rate is used as an initial bonding strength parameter, and then the bonding strength parameter is updated according to the failure strength of the previous time and the current time in each iteration. And then, constructing a target function, performing parameter optimization by utilizing a simulated annealing algorithm, and judging whether updated bonding strength parameters are accepted or not by adjusting the temperature and the search step size and calculating the increment of the target function. If accepting, continuing iteration until the temperature is lower than the set value, and finally reserving the bonding strength parameter as the calibration value. Based on the calibration method provided by the invention, the real bonding strength of the material can be effectively approached, and the precision and reliability of parameter calibration are improved.

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 jointed rock mass slope block stability rapid evaluation method, which combines a block theory and a discrete element method, and aims to solve the limitation of a traditional method in rock mass stability analysis. The method comprises the following steps: firstly, carrying out progressive failure search on jointed rock mass through kinematics analysis, identifying potential unstable blocks, and carrying out gradual analysis according to different modes such as free falling, single-sided sliding and double-sided sliding; thirdly, all the potential unstable blocks are divided into a plurality of key block groups which are independent of one another, and mechanical interaction exists between the blocks in each group; and finally, gradually adjusting material strength parameters by adopting a strength reduction technology of a discrete element method, and calculating a safety coefficient of each key block group so as to evaluate the stability of the rock mass. According to the method, the defect that interaction of multiple blocks cannot be considered in the block theory is effectively overcome, the efficiency of the discrete element method in large-scale model calculation is improved, and the stability of the jointed rock mass can be efficiently and accurately evaluated.

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 invention discloses a method, device and equipment for determining the external extrusion resistance value of a casing and a medium, and relates to the technical field of engineering drilling, and the method comprises the steps: respectively calculating a casing damage risk coefficient and a casing damage weight based on casing damage parameters in a historical implementation well; determining a casing strength parameter, calculating the basic external extrusion strength of the casing based on the casing strength parameter, and calculating the casing damage risk value of the implementation well to be adjusted by using the casing damage weight and the basic external extrusion strength of the casing; based on the casing damage risk coefficient, the casing basic anti-external-extrusion strength and the casing damage risk value, the minimum casing anti-external-extrusion strength of the implementation well to be adjusted is calculated; and determining an actual casing pipe external extrusion resistance value of the to-be-adjusted implementation well based on the minimum casing pipe external extrusion resistance strength. According to the technical scheme, the external extrusion resistance of the production casing can be dynamically adjusted, so that the production requirements of new wells in different work areas are met, and long-period safe operation of the new wells is guaranteed.

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.