36 results about "Strain softening" patented technology

The invention provides a deep tunnel energy evolution calculation method considering the synergistic effect of surrounding rocks and anchor rods, and belongs to the technical field of tunnel engineering. Comprising the steps that a deep tunnel calculation model considering the synergistic effect of surrounding rock and anchor rods is established, and tunnel model basic parameters, surrounding rock strength parameters and anchor rod material parameters are input; based on the deep tunnel calculation model, solving a stress evolution path of the surrounding rock of the deep tunnel under the synergistic effect of the surrounding rock and the anchor rod after tunnel excavation; solving a stress evolution path of the deep tunnel anchor rod under the synergistic effect of the surrounding rock and the anchor rod after tunnel excavation; calculating the energy density and total energy of the surrounding rock according to the stress evolution path of the surrounding rock; and calculating the energy density and total absorption energy of the anchor rod according to the stress evolution path of the anchor rod. According to the deep tunnel energy evolution calculation method provided by the invention, the problem of solving the strain softening surrounding rock energy field under the elastic-plastic unloading condition is solved.

The invention provides a plate anchor ultimate bearing capacity calculation method and device. The method comprises the steps that soil body strain softening, anchor plate geometry and ocean clay initial mechanical parameters are obtained; the method comprises the following steps: constructing a Drucker-Prager elastic-plastic numerical model based on a Cosseerat continuum theory; calculating bearing capacity under different burial depth ratios, inclination angles beta and softening moduli; determining a burial depth ratio demarcation threshold value; constructing a burial depth and dip angle coupled reference bearing capacity formula, which is divided into burial depth ratio lt; 4 and > = 4, respectively using quadratic polynomial and linear regression analysis; constructing a strain softening correction coefficient formula, and fitting in two working conditions; and generating a comprehensive ultimate bearing capacity empirical formula in combination with the reference formula and the correction coefficient formula. According to the method, the rotational degree of freedom and the bending moment balance item are introduced, the grid dependence is reduced in combination with the characteristic length parameter, the comprehensive empirical formula is constructed through large-scale parameterized numerical calculation, and the prediction error is effectively reduced.

The invention provides a nonlinear finite element discrimination method for a critical stable section of an underground cavern, and the method comprises the steps: determining a rock mass strain softening parameter according to a rock mass mechanical test in actual engineering; performing secondary development on a rock mass constitutive model based on the rock mass strain softening parameters; based on the rock mass constitutive model after secondary development, a nonlinear finite element initial model for solving the critical stable section of the underground cavern is constructed; the nonlinear finite element model is solved, and the overall tangent rigidity of the model in the calculation time step is obtained; based on the overall tangent stiffness, calculating to obtain a minimum characteristic value of an overall tangent stiffness matrix; and based on the minimum characteristic value, distinguishing the critical stable section of the underground cavern. The method directly and quantitatively reflects the essential characteristics of rigidity loss and bearing capacity reduction of the whole cavern structure system after a complex nonlinear deformation path including strain softening is considered, so that the critical instability moment and the potential instability section are accurately captured.

The invention relates to the field of UHPC material constitutive model calculation, in particular to a UHPC uniaxial stretching constitutive model calculation method based on the fiber mixing amount and orientation, and the method comprises the following steps: S1, constructing a three-dimensional mesoscopic numerical model of UHPC; s2, performing uniaxial tensile simulation on the sample by using the three-dimensional mesoscopic numerical model to obtain a stress-strain curve data set of the sample; s3, dividing the application range of the constitutive model according to the stress-strain curve data set; and S4, based on the volume fraction of the steel fibers in the UHPC and the orientation angle of the steel fibers, a constitutive model is constructed, and the constructed constitutive model is a strain hardening type constitutive model or a strain softening type constitutive model or a displacement softening type constitutive model. According to the method, the UHPC uniaxial tensile constitutive model considering the steel fiber mixing amount and orientation is constructed, the calculation precision of the UHPC tensile strength is effectively improved, and the problem that an existing UHPC tensile constitutive model is insufficient in precision in macroscopic finite element analysis calculation is solved.

The invention provides a rock strain softening constitutive model construction method, and relates to the field of rock mechanics, the method comprises the following steps: determining an actually measured rock axial stress-axial strain curve to be fitted; dividing a post-peak strain softening curve of the axial stress-axial strain curve of the rock into j sections according to engineering requirements; the axial stress and the axial strain of the peak intensity are recorded as the sum, and the axial stress and the axial strain at the right end point of each segment divided into the j segments are recorded as the sum; calculating to obtain axial cumulative plastic strain corresponding to each point; calculating cohesion corresponding to each point; and importing the axial cumulative plastic strain corresponding to each point and the cohesive force corresponding to each point into FLAC3D software in a table form to complete the construction of the rock strain softening constitutive model. According to the method, the problems that a conventional strain softening model is complex in parameter, poor in fitting with an actual test result and difficult to construct in numerical software are solved to a certain extent.

The invention discloses a method for constructing a constitutive equation of reef limestone based on a binary medium model, including the following: dividing the medium inside the reef limestone into cementitious elements and frictional elements, and based on the homogenization theory, obtaining the stress-strain relationship of the unit body through the damage rate by the homogenization method. The stress and strain expressions of the unit body are respectively represented by the stress and strain of the cementitious elements and frictional elements. The stress-strain relationship of the cementitious elements is assumed to be poroelastic, consisting of a solid matrix and pores. The effect of cementation is reflected by the values of elastic parameters, and the parameters are determined by the stress-strain in the initial loading section. The frictional elements are elastoplastic, and then the elastic parameters and plastic stress-strain expressions at the mesoscopic scale are obtained through the homogenization method. The method of the invention establishes a constitutive equation for describing the whole process of unidirectional loading of reef limestone from the mesoscopic to the macroscopic scale until failure, realizes a comprehensive and detailed understanding of the mechanical properties of reef limestone, and describes the strain softening phenomenon of reef limestone.

The present invention discloses a slope stability analysis method, system, equipment and medium considering strain softening. The method takes into account the strain softening effect of rock and soil, and reduces the peak cohesion, peak internal friction angle, residual cohesion and residual internal friction angle by using different reduction coefficients, thereby reflecting the different contribution degrees of these parameters in the slope instability process, and increasing the reduction ratio for the parameters with greater contribution. On the basis of the traditional double reduction coefficient and one reduction ratio, four reduction coefficients and two reduction ratios are introduced, and the proportional relationship between the four reduction coefficients is derived assuming that the cohesion parameters are reduced in equal proportion. The coordinate relationship of the initial points in the four-dimensional space coordinate system is used to derive the expression of the comprehensive safety factor. The comprehensive safety factor obtained thereby is smaller than the result of the traditional equal proportion reduction method, thereby improving the accuracy and reliability of the comprehensive safety factor and more realistically reflecting the stability of the rock and soil mass of the slope.

The present invention belongs to the technical field of tunnel engineering, and provides a calculation method for the stress-strain and displacement fields of strain-softening surrounding rock of a submarine tunnel under the condition of water-hydraulic coupling. It fully considers the interaction between the strain softening of the surrounding rock and the seepage effect, and believes that the hydro-mechanical parameters reflecting the seepage effect, such as the Biot coefficient, the permeability coefficient, etc., change with the change of the confining pressure and plastic strain after excavation. The calculation method for the stress-strain and displacement fields of strain-softening surrounding rock of a submarine tunnel under the condition of water-hydraulic coupling provides a good reference significance and theoretical basis for the stability evaluation of the surrounding rock of a submarine tunnel.

The present application relates to the turbine disc and compressor disc processing and manufacturing technical field of aero-engine, gas turbine, etc., and discloses a wheel disc mortise broaching force regulation and control method and system, the method comprises the following steps: obtaining broach geometric parameters, broaching process parameters and workpiece material physical properties; based on the broach geometric parameters, the broaching process parameters and the workpiece material physical properties, the shear flow stress on the main shear surface in the cutting process is calculated, and the cutting force considering the strain softening and temperature-strain rate coupling effect is further calculated; based on the broach geometric parameters and the shear flow stress, the edge extrusion force caused by the broach edge roundness radius is calculated; the broaching force and the edge extrusion force are superimposed to obtain the wheel disc mortise broaching force; according to the wheel disc mortise broaching force, the broach geometric parameters and the broaching process parameters are adjusted and controlled, and then the wheel disc mortise broaching force is optimized to meet the actual processing requirements, which provides support for reducing the tool optimization design cost and improving the wheel disc processing quality.

This invention discloses a method for calculating the bearing capacity of shallow foundations by integrating machine learning and nonlocal algorithms, belonging to geotechnical engineering. 1. The type of foundation soil is determined through indoor triaxial tests; strain-hardening foundation soils are analyzed; 2. Strain-softening foundation soils are analyzed; 3. A finite element model is established for refined simulation, followed by 7. 3. A constitutive model combined with a nonlocal algorithm is used for refined simulation, then proceeds to 4. 4. The influence range (DL) of the shallow foundation analysis is calibrated. f DL is determined by the softening rate control parameter β. f If suitable, proceed to step 7; otherwise, proceed to step 6. Step 6 involves building and training a machine learning agent model to ultimately obtain a suitable deep learning (DL) algorithm. f Shallow foundation analysis was performed with β1 and 7 to obtain the predicted value of the foundation bearing capacity. The present invention uses the above method to achieve efficient inversion of nonlocal parameters, thereby obtaining a reasonable predicted value of the shallow foundation bearing capacity.

The application provides a deep and shallow buried division method and system of underground engineering based on tunnel excavation effect, and belongs to the technical field of computer-aided design. The scheme comprises the following steps: obtaining an initial ground stress field of a tunnel area; sampling the tunnel area, carrying out a conventional triaxial test, and obtaining a full stress-strain curve of surrounding rock; obtaining ground stress information of a given engineering section according to the initial ground stress field of the tunnel area, establishing a three-dimensional numerical model of the tunnel, carrying out numerical simulation by using a constitutive model considering strain softening, and obtaining a stress field after tunnel excavation; and based on the full stress-strain curve and the stress field after tunnel excavation, deep and shallow buried division is carried out. The scheme fully considers that the occurrence of tunnel disasters under strong tectonic stress is significantly affected by true three-dimensional stress, considers the tunnel excavation effect, carries out deep and shallow buried division based on the true three-dimensional stress field, provides clear suggestions for the selection of the constitutive model of surrounding rock in the design process, and provides clear guidance for support design.

The present invention proposes a method and system for predicting the loading deformation of overburden foundation sand and gravel materials. The method includes conducting triaxial shear tests on graded, formed sand and gravel samples to obtain axial strain, volumetric strain, and deviatoric stress; establishing a tangent elastic modulus relationship for material strain softening based on the deviatoric stress and axial strain; calculating lateral strain based on the axial strain and volumetric strain, and establishing a Poisson's ratio relationship for the material's dilatancy properties based on the lateral strain and axial strain; constructing a constitutive model based on the tangent elastic modulus relationship and the Poisson's ratio relationship; and using the constitutive model to predict simulated data of the overburden foundation sand and gravel material, predicting how the deviatoric stress and volumetric strain change with the axial strain during loading, to obtain prediction results. This method effectively predicts the loading deformation characteristics of overburden foundation sand and gravel materials, minimizing the deviation between the predicted and actual results.

The invention relates to the crossing field of coal mine safety and blasting engineering, and particularly discloses a method for determining the blasting loosening range of a rock burst coal seam, which comprises the following steps: S1, based on rock burst coal seam parameters actually measured on site, substituting the parameters into a dynamic correction formula to calculate an initial blasting loosening radius; s2, a strain softening-dynamic instability coupling constitutive model matched with the rock burst coal seam is adopted, blasting parameters consistent with theoretical calculation are simulated through LS-DYNA software, and an irregular loosening range boundary and a simulated loosening radius and a fracture extension form under a non-uniform medium are output; s3, testing is carried out in stages after blasting, and data are obtained by combining multi-directional test hole arrangement; and S4, correcting theoretical calculation and numerical simulation results based on field test data to obtain a final blasting loosening range. According to the method, the defects of poor adaptability, simulation distortion, inaccurate test and no closed loop of the existing method are overcome, the accurate quantification of the loosening range is realized, and the method adapts to multiple working conditions and impact grades.

The present invention belongs to the field of analysis of surrounding rock deformation laws, and discloses a method for analyzing surrounding rock deformation laws based on the property of elastic modulus degradation, including: obtaining data on influencing factors for the post-peak degradation of the elastic modulus of rock samples, and constructing a non-linear degradation model of rock elastic modulus based on the influencing factors; constructing an excavation model for strain-softening surrounding rock, and analyzing the excavation model for strain-softening surrounding rock based on the non-linear degradation model of rock elastic modulus and the finite difference method to obtain stress-strain field data for deep-buried tunnel strain-softening surrounding rock, and obtaining displacement field data based on the stress-strain field data; and performing combined analysis on the stress-strain field data and the displacement field data to obtain surrounding rock deformation law data. The technical solution of the present invention can effectively reflect the degradation process of the elastic modulus under the influence of confining pressure and plastic strain, and obtain surrounding rock deformation laws that conform to the actual situation.

The present invention relates to a method for determining the safety factor of a slope applicable to smoothed particle hydrodynamics, belonging to the technical field of slope stability analysis. Based on the geometric parameters of the slope height and slope angle, the present invention establishes a numerical calculation model of the slope; determines the mechanical parameters of the slope rock and soil materials through mechanical tests, and constructs a strength attenuation strain softening model; uses the linked list search method to search and pair the domain particles of the slope numerical calculation model; solves the particle stress and strain according to the strength attenuation strain softening model; performs stress adjustment according to the particle stress and strain state; calculates the particle acceleration according to the adjusted particle stress, and updates the particle field variables; wherein the particle field variables include velocity, density and displacement; selects displacement characteristic points, and judges the slope stability according to the triple criterion. If the criterion is satisfied, the safety factor is output to evaluate the overall stability state of the slope; otherwise, it enters the automatic reduction program and continues to iteratively solve the slope stability until the criterion requirements are met.

The invention discloses a shallow foundation bearing capacity calculation method fusing machine learning and a non-local algorithm, which belongs to geotechnical engineering, and comprises the following steps: 1, judging foundation soil type and strain hardening type foundation soil according to an indoor triaxial test result, 2, carrying out 3 and 2, establishing a finite element model, carrying out refined simulation, and then carrying out 7, carrying out 4, carrying out 5, carrying out 6, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, carrying out 7, and carrying out 7; 3, performing refined simulation by using a constitutive model combined with a non-local algorithm, and then turning to 4 and 4 to calibrate a shallow foundation analysis influence range DLf and a softening rate control parameter beta, 5, judging whether the DLf is appropriate, turning to 7 if the DLf is appropriate, and turning to 6 and 6 to construct and train a machine learning agent model if the DLf is not appropriate, and finally obtaining appropriate DL'f, beta 1 and 7 to perform shallow foundation analysis, and finally, performing the shallow foundation analysis. By the adoption of the method, efficient inversion of non-local parameters is achieved, and therefore the reasonable shallow foundation bearing capacity prediction value is obtained.

The invention discloses a soft rock rheological mechanical property test method based on vibration-seepage pressure coupling, which comprises the following steps: selecting and processing a soft rock sample, and constructing a test system comprising a vibration loading module, a seepage pressure applying module and a data acquisition module; seepage pressure is applied to the soft rock sample, pore water pressure data are collected, periodic vibration loads are applied after stabilization, and strain and stress data are synchronously collected; importing the data into a ZSoil three-dimensional finite element analysis platform, calling a strain softening aging viscoelastic-plastic algorithm to establish a mechanical response analysis model, and then introducing a fluid-solid thermal coupling fractional order rheological model and a vibration-seepage pressure dynamic full-coupling model to simulate long-term rheological characteristics. According to the method, through a multi-model cooperation and integrated test process, the problems of insufficient model coupling, rough characteristic description and low efficiency are solved, the soft rock rheological parameters are accurately obtained, and reliable support is provided for design optimization and safety guarantee of projects such as water conservancy and hydropower, mineral exploitation and the like.

This invention discloses a method for stability evaluation and control of tunnel-type artificial gas storage caverns in pressurized gas storage power plants, relating to the field of underground engineering technology. Addressing the shortcomings of existing technologies that fail to consider differences in operating conditions across all stages and neglect intermediate principal stresses and strain softening effects, this method first collects rock mass, geological, and design parameters. Then, based on elastoplastic theory and a unified strength criterion, it constructs stability evaluation criteria suitable for both q≥p and q≤p operating conditions in stages (site selection and design, construction, and operation and maintenance), dividing the process into stable and unstable segments. Furthermore, it controls the unstable segments through active avoidance, pressure adjustment, and reinforcement measures, clarifying the quantitative formula for the radial influence radius. This method takes into account differences in intermediate principal stresses and stress paths, achieving accurate evaluation and quantitative control. The process is simple, highly applicable, and can ensure the safe and stable operation of artificial gas storage caverns throughout their entire life cycle.

The invention relates to the field of UHPC material constitutive model calculation, in particular to a UHPC uniaxial tensile strain softening type constitutive model calculation method based on the fiber mixing amount and orientation, and the method comprises the following steps: S1, constructing a three-dimensional mesoscopic numerical model of UHPC; s2, performing uniaxial tensile simulation on the sample by using the three-dimensional mesoscopic numerical model to obtain a stress-strain curve data set of the sample; s3, dividing the application range of the constitutive model according to the stress-strain curve data set; and S4, based on the volume fraction of the steel fibers in the UHPC and the orientation angle of the steel fibers, a constitutive model is constructed, and the constructed constitutive model is a strain softening type constitutive model. According to the method, the UHPC uniaxial tensile constitutive model considering the steel fiber mixing amount and orientation is constructed, the calculation precision of the UHPC tensile strength is effectively improved, and the problem that an existing UHPC tensile constitutive model is insufficient in precision in macroscopic finite element analysis calculation is solved.

The application discloses a kind of soil deformation analysis method and system based on energy change rate, comprising: obtaining the stress-strain data of soil by triaxial shear test;Based on the principle of energy conservation, the energy change rate under unit shear strain is calculated;Draw and identify the morphological characteristics of energy change rate-shear strain relationship curve, especially the platform-slow descent characteristics presented in shear failure stage;Based on the state-dependent dilatancy theory, an analytical relationship between energy change rate and soil dilatancy parameters is established;Combined with the curve characteristics and analytical relationship, an explicit constitutive relationship model between stress ratio and dilatancy parameters is constructed.The model can be used to directly judge the stability of soil deformation or calibrate the constitutive model parameters.The application reveals the coupling mechanism of soil strain softening and dilatancy behavior from a new perspective of energy compensation, dynamically correlates macroscopic mechanical response with microscopic parameters, and provides a theoretical basis and practical tool for soil constitutive model development and engineering stability analysis.

The present invention provides a calculation method for the energy evolution of deep tunnels considering the synergistic effect of surrounding rock and bolts, belonging to the technical field of tunnel engineering; it includes: establishing a calculation model of a deep tunnel considering the synergistic effect of surrounding rock and bolts, and inputting the basic parameters of the tunnel model, the strength parameters of the surrounding rock, and the material parameters of the bolts; solving the stress evolution path of the surrounding rock of the deep tunnel under the synergistic effect of the surrounding rock and bolts after tunnel excavation based on the deep tunnel calculation model; solving the stress evolution path of the bolts in the deep tunnel under the synergistic effect of the surrounding rock and bolts after tunnel excavation; calculating the energy density and total energy of the surrounding rock according to the stress evolution path of the surrounding rock; calculating the energy density and absorbed total energy of the bolts according to the stress evolution path of the bolts. The calculation method for the energy evolution of deep tunnels proposed by the present invention solves the problem of solving the energy field of strain-softening surrounding rock under elastoplastic unloading conditions.

The present invention relates to the field of intelligent materials, and particularly to a method for establishing a new parameter model for describing the hysteretic behavior of magnetorheological fluid in a magnetorheological damper. The proposed parameter model is obtained based on the hysteretic response of the magnetorheological fluid. First, according to the LAOS experiment, the hysteresis curve of the magnetorheological fluid is obtained, and multiple sets of data are obtained by changing the amplitude, frequency, and current. The genetic algorithm is used to determine the model parameters, and the root mean square error is used as the evaluation criterion, and the modeling results are compared with the Bouc-Wen model and the Dahl model. The results show that the proposed parameter model can accurately predict the hysteresis phenomenon of the magnetorheological fluid and has a good effect on capturing the strain softening / hardening characteristics in the hysteresis curve. Finally, the parameter identification is realized by fitting the parameter values under different currents. The entire process from proposal to verification in the model construction is completed, forming a complete set of methodologies. The parameter model proposed by the present invention will also provide theoretical guidance for the semi-active control of magnetorheological dampers in practical applications.

This invention provides a nonlinear finite element method for determining the critical stability section of an underground cavern. Based on rock mechanics tests in actual engineering, the rock mass strain softening parameters are determined. A secondary development of the rock mass constitutive model is performed based on these parameters. An initial nonlinear finite element model for solving the critical stability section of the underground cavern is constructed based on the secondary developed rock mass constitutive model. The nonlinear finite element model is solved to obtain the overall tangential stiffness of the model at the calculation step. Based on the overall tangential stiffness, the minimum eigenvalue of the overall tangential stiffness matrix is ​​calculated. Based on the minimum eigenvalue, the critical stability section of the underground cavern is determined. This invention directly and quantitatively reflects the essential characteristics of stiffness loss and bearing capacity reduction in the entire cavern structure system after considering complex nonlinear deformation paths, including strain softening, thereby accurately capturing the critical instability moment and potential instability sections.

The invention relates to a constitutive model construction method and system for magnesium oxide reinforced coastal soft soil, and the method comprises the steps: constructing a hyperbolic stress-strain relational expression based on a Duncan-Tensile model; constructing a strain softening component expression; collecting deviatoric stress of the magnesium oxide reinforced soft soil during damage to obtain damage deviatoric stress; constructing a final stress-strain relational expression according to the hyperbolic stress-strain relational expression, the strain softening stress-strain relational expression and the failure deflection stress; constructing a Lorentz component and a Gaussian component; constructing an initial tangent modulus expression according to the Lorentz component and the Gaussian component; by fusing parameters such as curing time and confining pressure, a unified constitutive model strictly fusing the curing time effect, the confining pressure and strain softening is formed, and the defect that the time-pressure effect cannot be considered at the same time in the prior art is overcome.

The embodiment of the invention provides a side slope displacement prediction method and device based on earthquake induction, and belongs to the technical field of early warning of side slope disasters induced by earthquakes. The corresponding method comprises the following steps: acquiring a plurality of seismic records of a side slope and a plurality of first displacements of the side slope corresponding to the plurality of seismic records; performing background grid strain on the initial material point of the slope according to a predetermined strain softening constitutive model of the slope so as to determine a final material point of the slope; determining a plurality of second displacements of the slope under different characterization parameters according to the final substance point; generating a displacement prediction model according to the plurality of seismic records, the plurality of first displacements and the plurality of second displacements so as to predict the displacement of the slope corresponding to the seismic oscillation acceleration time history; wherein the displacement prediction model is generated by training a plurality of seismic records, a plurality of first displacements and a plurality of second displacements based on a deep learning algorithm. According to the method, the uncertainty of earthquake-induced soil slope displacement prediction can be reduced, and the displacement prediction precision is improved.

Provided is an evaluation method of ductility of a grouted rock mass for advanced renovation of a water-sand mixture inrush prevention area including following steps: first, acquiring a spatial distribution law of cracks in overlying strata, and establishing a three-dimensional geological model and a grouted rock mass unit geological model; calculating rock mass quality standard of the target rock strata; performing compression tests on multiple groups of grouted consolidated bodies, and calculating an average value of strain softening indexes of the multiple groups of grouted consolidated bodies; selecting multiple groups of grouted target rock strata, and calculating an average value of unstable fracture ductility of the multiple groups of grouted target rock strata; finally, acquiring a permeability strength of the grouted rock mass, and calculating and grading an evaluation index of ductility of the grouted rock mass.

The invention belongs to the technical field of geotechnical engineering, and discloses a rock mass equivalent GSI parameter valuing method based on three-dimensional strength and strain softening, and the method comprises the steps: determining rock mass mechanical parameters and tunnel excavation parameters; calculating the plastic zone radiuses Rp and epp of the model by adopting the peak value GSIp and the ideal elastic-plastic model; calculating an attenuation factor k according to the determined parameters; determining a proportionality coefficient beta through an exponential decay relation based on the decay factor k and the model plastic zone radii Rp and epp, and further obtaining an equivalent parameter GSIeq; and finally, calculating the mechanical response of the surrounding rock by adopting the equivalent parameter GSIeq and the ideal elastic-plastic model. According to the method, the equivalent GSI parameters are introduced, the complex strain softening problem is converted into the ideal elastoplasticity problem of efficient calculation, the calculation efficiency is remarkably improved while the calculation precision is guaranteed, the influence of the three-dimensional stress state is fully considered, and a practical and reliable technical means is provided for stability analysis of tunnel engineering.

The application discloses a kind of calculation method of slope stability analysis associated with displacement, comprising the following steps: for any one strip block, establish horizontal and vertical static equilibrium equation and the moment equilibrium equation in the plane of the strip block;From the motion compatibility between each strip block, start from the first strip block, establish the displacement coordination relationship between each strip block in turn, determine the displacement expression of any one strip block;For the bottom surface of any one strip block, the relationship between its tangential stress and shear displacement is characterized by strain softening model;According to the condition that the inter-block force transmitted by the first strip block is zero, form the calculation control equation set;For the displacement of each strip block, start from zero, and form a series of displacement values with certain displacement increment;Under each displacement value of each strip block, the average value of the local stability coefficient of all strip blocks is used as the overall stability coefficient of the slope body, i.e. the relationship between the overall stability coefficient of the slope body and the potential sliding body displacement is obtained.

The application discloses a kind of for analyzing the calculation method of anchor rod tensile load bearing characteristics, belong to roadway support numerical calculation field.The application includes seven steps of generating anchor unit, defining large deformation calculation mode, defining attribute parameter, defining fish function "initialise", executing fish function "initialise", defining fish function "modifying", executing fish function "modifying".The application divides anchor unit into elastic stage, yield stage, strain hardening stage, strain softening stage and breakage stage after being pulled.The application proposes yield stage formula, strain hardening stage formula and strain softening stage formula and embeds formula in fish function "modifying".Based on fish function "modifying", the simulation of yield characteristics, strain hardening characteristics and strain softening characteristics of anchor unit can be realized.The application designs breakage stage for anchor unit.When anchor unit is pulled and enters breakage stage, the load bearing capacity of anchor unit drops to zero instantaneously.Compared with original anchor unit calculation, the application can better simulate the tensile load bearing characteristics of anchor rod.

This invention discloses a method for testing the rheological mechanical properties of soft rock based on vibration-seepage pressure coupling. The method includes: selecting and processing soft rock samples; constructing a testing system containing modules for vibration loading, seepage pressure application, and data acquisition; applying seepage pressure to the soft rock samples and acquiring pore water pressure data; after stabilization, applying periodic vibration loads and simultaneously acquiring strain and stress data; importing the data into the ZSoil three-dimensional finite element analysis platform; using the strain softening-aging viscoelastic-plastic algorithm to establish a mechanical response analysis model; and then introducing a fluid-structure-thermal coupling fractional-order rheological model and a vibration-seepage pressure dynamic fully coupled model to simulate long-term rheological properties. This method, through multi-model collaboration and an integrated testing process, solves the problems of insufficient model coupling, coarse characteristic characterization, and low efficiency, accurately obtaining soft rock rheological parameters, and providing reliable support for the design optimization and safety assurance of water conservancy, hydropower, and mining projects.