68 results about "Strength parameter" patented technology

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 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 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 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 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 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.

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 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 discloses a geomechanical method for quantitatively evaluating the well wall stability of a fractured formation, which comprises the following steps of: acquiring a crustal stress state, a rock strength parameter, a fracture occurrence and a fracture strength parameter according to seismic data, logging data and rock mechanics experimental data; according to the obtained parameters, determining the stress state of the complete rock of the target layer section and the instability index of the crack-containing rock; the instability index of the complete rock and the instability index of the crack-containing rock are solved through the stress state; the weight values of the parameters are considered, and a comprehensive instability index of the target layer section is obtained; and finally, according to the corresponding relationship between the calculated comprehensive borehole wall instability index and the instability degree, determining the borehole wall instability degree of the target interval corresponding to the instability index. According to the method, the crustal stress state, the rock strength parameter, the fracture occurrence and the fracture strength parameter are comprehensively quantified, comprehensive evaluation of the instability index is formed, and the objectivity and the accuracy of the evaluation result are improved.

The invention provides a maximum horizontal principal stress obtaining method based on a Mohr-Coulomb criterion, and belongs to the technical field of reservoir rock mechanics research. The maximum horizontal principal stress obtaining method comprises the steps that formation pore pressure and rock strength parameters are obtained through comprehensive logging data, and drilling fluid column pressure is calculated through drilling fluid density data; measuring the minimum horizontal principal stress; the well wall caving width is obtained through the dual-hole-diameter logging data; according to a calculation equation, factors such as tectonic stress, drilling working conditions and formation fluid are fully considered in the method, and the well wall caving width is obtained through well logging information; indoor rock core testing is not needed; the calculation precision is high, and a scientific basis is provided for oil reservoir engineering, drilling engineering and yield increase engineering.

This invention relates to a method, system, equipment, and medium for determining the degree of weakening of passive soil strength in a foundation pit. The method includes: determining multiple target locations within the passive zone of the foundation pit and obtaining the first strength parameters of the soil at each target location before excavation; defining the weakened area within the passive zone, then obtaining and sampling multiple geological parameters within the weakened area to obtain multiple parameter samples; using a numerical analysis model to calculate the calculated deformation value corresponding to each parameter sample after excavation, thereby constructing a surrogate model; obtaining the actual deformation value of the support structure after excavation, using the surrogate model to obtain the geological parameters corresponding to the actual deformation value, and then using a finite element model to calculate the excavation of the foundation pit to obtain the second strength parameters of the soil at each target location after excavation; and obtaining the degree of soil weakening in the passive zone of the foundation pit after excavation based on the first and second strength parameters of each target location.

The application discloses a rainfall-flood coupling sliding probability prediction method based on physical model test, and the method is based on physical model test and multi-source monitoring data to construct a standardized multi-dimensional time sequence input matrix. Firstly, the effective normal stress sequence of the sliding zone is calculated in real time, the time-varying strength parameters are dynamically inverted through the nonlinear reduction model of the rock-soil body strength, and the geometric topology of the landslide is updated in real time. The improved limit equilibrium state equation considering the dynamic water pressure and the change of the geometric shape is established, and the deterministic safety factor at any time is solved. The probability distribution of the key mechanical and hydraulic parameters is determined, a plurality of parameter samples are generated by combining the Monte Carlo simulation random sampling, and the improved limit equilibrium equation is substituted to calculate the safety factor sample sequence in batches. Finally, the frequency of the values lower than the critical threshold is counted, the landslide instability probability at the current time is obtained, and the dynamic evaluation of the landslide stability under the rainfall-flood double action from the probability is realized.

The application discloses a kind of bank side slope rock-soil body strength parameter maximum weakening coefficient determination method, it is related to geotechnical engineering technical field, including, with structure main control area set as the main control factor of local mechanism model, the boundary condition and load condition of definition geological environment condition, set key response point observation position, construct local mechanism model with physical constraint;Multiple source sensing equipment is arranged in key response point observation position and monitoring data is collected, and difference optimization target is constructed with local mechanism model, difference optimization target is inverted, and the maximum weakening coefficient of target area is obtained;Maximum weakening coefficient is input, and numerical verification is carried out by local mechanism model, based on verification consistency, the maximum weakening coefficient of target area is extracted.The application can accurately depict the strength attenuation degree of bank side slope rock-soil body under limit working condition under the premise of keeping the consistency of geology and mechanics boundary, realizes the accurate determination and risk assessment of key unstable position.

The invention provides a composite material strength parameter inversion method considering an in-situ effect in an ultralow-temperature environment, and the method comprises the steps: obtaining the elastic section test data of a composite material one-way plate and a composite material laminated plate in the ultralow-temperature environment, and employing a composite material finite element model and a particle swarm optimization (PSO) algorithm, taking consistency of a response value of finite element simulation of the composite material and strain response of an elastic section measured by a test as a target, performing inversion to obtain constitutive parameters of the composite material, and establishing a progressive failure model of the composite material in combination with a failure criterion of the composite material and a rigidity degradation model; and finally, according to test data of the damaged sections of the composite unidirectional plate and the composite laminated plate, a composite progressive failure model and a PSO optimization algorithm are adopted, and composite strength parameters are obtained through inversion. The method solves the problem that the strength parameters of the composite material considering the in-situ effect are difficult to accurately obtain in the ultralow-temperature environment, is convenient to operate and accurate in parameter obtaining, can be repeatedly applied, and is used for simulation modeling, strength evaluation and the like of the composite material.

The invention relates to a foundation pit passive soil body strength weakening degree determination method, system and equipment and a medium, and the method comprises the steps: determining a plurality of target positions in a foundation pit passive area, and obtaining a first strength parameter of a soil body at each target position before foundation pit excavation; in the passive area of the foundation pit, the weakening range is defined, then a plurality of geological parameters in the weakening range are obtained and sampled, and a plurality of parameter samples are obtained; calculating a calculation deformation value corresponding to each parameter sample after excavation of the foundation pit by using a numerical analysis model based on each parameter sample, so as to construct an agent model; the actual deformation value of the supporting structure after the foundation pit is excavated is obtained, geological parameters corresponding to the actual deformation value are obtained through the proxy model, then foundation pit excavation is calculated through the finite element model, and second strength parameters of soil bodies at all target positions after the foundation pit is excavated are obtained; and based on the first strength parameter and the second strength parameter of each target position, the soil weakening degree of the passive area of the foundation pit after excavation of the foundation pit is obtained.

This invention provides a method for determining the peak strength and residual strength of surrounding rock in underground caverns based on borehole data. The method includes arranging geological boreholes at one sidewall, the arch, and the face of the underground cavern; testing the longitudinal wave velocity of the rock mass at different depths within the boreholes; determining the thickness of the loosened and fractured rock mass to be excavated based on the wave velocity; calculating the volume and joint condition coefficient of intact and loosened / fractured rock mass blocks; and calculating the GSI value of the intact rock mass and the residual GSI of the loosened / fractured rock mass. r The peak strength of intact rock mass and the residual strength parameters of relaxed fractured rock mass are estimated using the generalized Hoek-Brown failure criterion. This invention can accurately and quickly estimate the peak strength of intact rock mass and the residual strength parameters of relaxed fractured rock mass, and has the advantages of good economy and convenient on-site operation. It can provide a reliable basis for the stability evaluation and support design of surrounding rock in underground engineering, optimize design schemes, and save engineering costs.

The present application provides a kind of fissure rock mass surrounding rock grouting quality evaluation method, it is related to geotechnical engineering technical field, the present application includes the following steps: obtaining the permeability test data and acoustic velocity test data of the mechanical state of target surrounding rock area fissure connectivity before grouting, form the characterization parameter data set of fissure before grouting, three-dimensional point cloud data are calculated simultaneously collected to calculate the cavity volume of fissure;Electromagnetic field intensity data are collected to calculate the grouting filling rate in the process of grouting, resistivity time series data are collected to calculate cementation uniformity index, strain time series data are collected to calculate strain gradient, and grouting integrity index is formed by multi-feature fusion;After grouting, permeability and acoustic velocity data are calculated again to calculate the performance improvement rate of fissure characterization;Penetration test data are collected to calculate the strength parameters of stone body;Grouting integrity index, the performance improvement rate of fissure characterization and the strength parameters of stone body are carried out multiple fusion to calculate quality comprehensive score, and compared with preset threshold to carry out classification evaluation.

The application relates to a method for calculating in-situ strength while drilling based on well-seismic fusion information, which comprises the following steps: step 1, constructing an initial mechanical parameter calculation model of a formation to be drilled according to well data and seismic data; step 2, obtaining geological mechanics basic parameters of the formation to be drilled in front of a drill bit according to the initial mechanical parameter calculation model; step 3, calculating geological mechanics strength parameters according to the geological mechanics basic parameters; step 4, calculating formation in-situ strength according to the mechanical strength parameters; and step 5, correcting the formation in-situ strength in combination with the well data to obtain in-situ strength while drilling under different working conditions. The application combines seismic data and drilling engineering data to establish a quantitative relationship between rock mechanics parameters and drilling parameters, and realizes rapid acquisition of in-situ strength while drilling under different working conditions in combination with Mohr-Coulomb strength criterion and experimental analysis correction.

A kind of slope height design method, comprising the following steps: (1) determining the geometric model of subgrade slope;(2) obtain the safety factor variation curve of slope height design value under different slope starting point positions;(3) establish the safety factor F S The response surface function between the soil strength parameters;(4) calculate the failure probability of slope;(5) draw the relationship curve of slope height design value H and failure probability;(6) draw the relationship curve of slope height design value and failure probability under different slope starting point positions of slope, finally according to the required slope starting point position and expected failure probability of engineering practice, query curve to determine the optimal slope height design value of slope.The present application can effectively select the optimal slope height design value of different slope starting point positions in a number of set slope starting point positions, so as to improve the safety factor of slope under the premise of meeting the engineering requirements, avoid or reduce the risk of instability of slope caused by its own design problem.

The present application relates to a kind of thick aquifer under grouting reinforcement impermeable range quantitative delineation method, belong to coal mining technical field, comprising: obtaining the hydrogeological data and rock strength parameters of mining area;Overburden failure is predicted and simulated, and the maximum height of water flowing fractured zone is obtained;Based on grouting reinforcement test, in combination with the hydrogeological data and rock strength parameters, the minimum thickness of required grouting layer is obtained;Based on the maximum height of water flowing fractured zone and the minimum thickness of required grouting layer, the three-dimensional space range of grouting reinforcement layer is determined.The present application combines mine foundation hydrogeological condition, realizes the effective determination of grouting layer minimum thickness and three-dimensional range by mathematical model and numerical simulation, ensures that grouting layer meets the reinforcement impermeable demand while avoiding excessive design.On this basis, combined with dynamic verification and feedback adjustment mechanism, further improve the safety and economy of grouting reinforcement impermeable.

The invention relates to a method and device for designing a large-diameter deep rock-socketed pile foundation, and relates to the technical field of bridge engineering.The method comprises the steps that a single-pile analysis model of a pile-rock interface is established according to stratum parameters at the pile foundation position and strength parameters at different depths of the pile-rock interface, and the single-pile analysis model of the pile-rock interface is obtained; the relation between the pile side friction resistance of the rock-socketed section pile foundations at different depths and the rock-socketed depths of the pile foundations is obtained; based on the relation between the pile side friction resistance of the rock-socketed section pile foundations at different depths and the rock-socketed depths of the pile foundations, a corrected rock stratum side resistance coefficient is obtained; and according to the corrected rock stratum lateral resistance coefficient, the rock uniaxial compressive strength, the single pile design vertical allowable bearing capacity, the pile foundation section design area and the pile foundation design perimeter, the pile foundation rock-socketed depth is obtained. The relation between the corrected single-pile designed vertical allowable bearing capacity and the pile foundation rock-socketed depth is more accurate, and the situation that in the prior art, due to the fact that the calculation result is conservative, the actual single-pile vertical allowable bearing capacity is larger than the designed vertical allowable bearing capacity, and materials are wasted is reduced.

The present application relates to geotechnical engineering technical field, especially to a kind of active non-limit state under the calculation method of sliding surface of finite width soil body, comprising the following steps: step 1, determine the gradual development law of internal friction angle, cohesion, wall-soil external friction angle and wall-soil interface cohesion in finite soil body between rigid gravity retaining wall and existing bedrock with retaining wall displacement development, establish the mathematical representation of the strength parameters of finite soil body non-limit state with retaining wall displacement development;Step 2, establish the relationship between horizontal stress, interlayer shear stress and average vertical stress;Step 3, establish the balance equation of rectangular area and triangular area in horizontal and vertical directions;Step 4, solve the sliding surface inclination angle that meets the plastic upper limit theorem by numerical method;Step 5, calculate the horizontal active earth pressure resultant force, the overturning moment generated by horizontal active earth pressure on wall heel.The present application provides theoretical calculation basis for the design of retaining structure under the working condition of finite width soil body.

This invention discloses a calculation method for the shear failure classification of tunnel initial support structures, including: establishing a mechanical model of the tunnel initial support structure based on thin-shell theory, and obtaining the deflection expression to derive the internal force expression; analyzing the influence of the strength parameters and structural parameters of the initial support structure on the internal forces; analyzing the internal force distribution law of the initial support structure at different cross-sections; based on the analysis results, establishing a shear failure criterion for the initial support structure based on the Mohr-Coulomb strength criterion and the static equilibrium condition at any point of the initial support shell structure; proposing the concept of initial support structure failure classification; a method for selecting support parameters based on the failure threshold; and using C language to develop a shear program for the failure of any micro-element inside the shell, realizing a visual display of the failure area and failure ratio of the initial support structure, and revealing the mechanism of shear failure of the initial support structure. This invention solves the problem of quantitatively analyzing the overall stability of tunnel initial support structures from a mechanical perspective and establishing a reasonable and objective strength criterion.

The embodiment of the invention discloses a hydrofracture simulation method and system based on acoustic emission monitoring, and the method comprises the steps: collecting the cuttable data of a sample rock mass based on a triaxial fracturing device and an acoustic emission monitoring system, and building a joint development scale simulation model; the method comprises the following steps: collecting integrity indexes and strength parameters of a sample rock mass, constructing a dynamic characteristic evolution system, and establishing a rock mass strength deterioration prediction model; checking and optimizing the model based on historical case data; a multi-scale fracturing crack propagation prediction algorithm is constructed, a hydraulic fracturing construction simulation model is established, and the hydraulic fracturing effect of a hydraulic fracturing planning scheme is simulated and generated according to a simulation instruction; and / or, according to the planning instruction, generating a hydraulic fracturing simulation scheme. According to the embodiment of the invention, the spatial distribution characteristics and development laws of the joints in the rock mass can be accurately identified, dynamic prediction of rock mass strength and permeability changes is realized, the controllability and safety of fracturing construction are improved, and the influence of human factors on construction quality is reduced.