CN105224742B - A kind of blast action of analyzing is got out of a predicament or an embarrassing situation the method for slope stability - Google Patents
A kind of blast action of analyzing is got out of a predicament or an embarrassing situation the method for slope stability Download PDFInfo
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Abstract
The present invention is a kind of to be analyzed blast action and gets out of a predicament or an embarrassing situation the method for slope stability, belong to opencast mining technical field, it is of the invention compared with traditional method, numerical simulation is combined by the method with vibration monitoring, using the material parameter of the vibration information amendment slopes of slopes, it can be provided for numerical simulation and more accurately enter parameter；The method for numerical simulation coupled using finite element with discrete element carries out mechanical analysis, can completely portray gradually distortion process of the side slope under blast load effect, and result of calculation is more accurate；The evaluation of slope stability is carried out using rupture degree, the lesion ruptures situation that can directly reflect inside slopes, evaluation index is more reasonable.
Description
Technical field
The invention belongs to opencast mining technical field, and in particular to one kind analysis blast action is got out of a predicament or an embarrassing situation slope stability
Method.
Background technology
The bench slope of opencut will appear from the deterioration of material property under the repeated action of blasting vibration, and then cause side
The unstable failure on slope.At present, the method for analysis of slope stability mainly includes two major classes such as limit equilibrium method and Method for Numerical.
Limit equilibrium method based on rigid -plastic assume and uniformity motion it is assumed that characterizing slip mass using the single degree of freedom
Resistance to overturning state, therefore the nonuniformity that can not portray side slope moves influence to its stability.In addition, limiting equilibrium
Method is a kind of static stability analysis method, and dynamic problem needs to be analyzed after using quasi-static model equivalent, therefore nothing
Method accurately reflects the deteriorating effect of blasting vibration side slope material property.
Method for Numerical includes two classes such as the method based on continuous media and the method based on Discontinuous transmission, is put down with the limit
Weighing apparatus method is compared, and Method for Numerical can realize the overall process dynamic analysis that Blasting On Slope Stability influences.Based on continuous media
Method for numerical simulation include FInite Element, finite volume method, finite difference calculus etc., such method passes through introduces damage on infinitesimal
Wound or Plastic Constitutive, realize the accurate simulation of side slope damage development and plastic flow process, but can not accurately portray side slope
Collision disintegration process in Instability in the extension insertion process and slipping of crackle.Numerical-Mode based on Discontinuous transmission
Plan method includes block distinct element method, Discrete Element Methods For Particulate and DDA etc., contact-impact of such method between analog discrete block
Aspect has a clear superiority, but can not accurately portray the continuous modification and plasticity, faulted condition of material.
At present, no matter limit equilibrium method or Method for Numerical, referred to using evaluation of the safety coefficient as slope stability
Mark.In limit equilibrium method, the essence of safety coefficient is the ratio of skid resistance and sliding force；In Method for Numerical, safety system
Several essence is the ratio of present material parameter and material parameter after reduction.Safety coefficient in above two method is a kind of
The equivalent description of system macroscopic stability, the lesion ruptures degree inside slopes can not be accurately reflected.
Due to the complexity of geologic structure and evolutive, the material parameter of geologic body will constantly develop under blast action.
However, no matter limit equilibrium method or Method for Numerical, analysis calculating is carried out using fixed material parameter, not by monitoring
As a result the dynamic playback analysis and amendment of material parameter are carried out.
The content of the invention
In view of the shortcomings of the prior art, the present invention proposes that a kind of blast action of analyzing is got out of a predicament or an embarrassing situation the method for slope stability,
Monitoring is combined with numerical simulation with reaching, it is accurate to analyze Blasting in open-pit exploitation to peripheral steps slope stability influence journey
The purpose of degree.
A kind of blast action of analyzing is got out of a predicament or an embarrassing situation the method for slope stability, is comprised the following steps：
Step 1, data acquisition is carried out to live bench slope, and the bench slope at scene is sampled；
Installation vibration monitoring equipment in the middle part of the ramped surfaces or platform of step 2, at the scene bench slope, catches per separate explosion
During sensor mounting location vibration time-history curves；
Step 3, the sillar to field sampling are tested, and obtain the performance parameter of sillar；
Step 4, Geometric Modeling carried out according to the performance parameter and the live bench slope data that are gathered of sampling rock, and
Dividing elements are carried out, obtain the Three-dimension Numerical Model of slope blasting stability analysis；
Step 5, to the constitutive model of the explosive in above-mentioned Three-dimension Numerical Model, the constitutive model of sillar, structural plane sheet
The constitutive model of structure model, hole seepage flow and fracture seepage carries out model selection, it is determined that the input parameter of selected model；
Step 6, the initial BVP condition that Three-dimension Numerical Model is set；
Step 7, analysis calculating carried out to Three-dimension Numerical Model using the method for numerical simulation that finite element couples with discrete element,
The vibration time-history curves of vibrating sensor burial place are obtained, by adjusting the elastic parameter in Three-dimension Numerical Model, make calculating
It is consistent with the vibrational waveform, vibration amplitude and longitudinal wave velocity of live actual vibration time-history curves to obtain vibration time-history curves；
Step 8, using the method for numerical simulation that finite element couples with discrete element to after adjustment Three-dimension Numerical Model carry out
Analysis calculates, and obtains the Strain energy of current state slope；
Step 9, the constantly intensive parameter of adjustment sillar and structural plane, using the convergence of numerical value as discriminant criterion, find quick-fried
Broken load acts on the critical condition that unstability sliding occurs for side slope of getting out of a predicament or an embarrassing situation, and obtains critical fracture area；
Side slope obtained in step 10, current Strain energy divided by step 9 by the side slope obtained in step 8 is faced
Boundary's Strain energy, obtain rupture degree of the bench slope under this separate explosion load；
Step 11, judge the affiliated scope of rupture degree, if obtaining rupture degree less than or equal to 0.5, side slope is in stable state；
If rupture degree is more than 0.5 and less than 1, side slope is in understable state；If rupture degree is equal to 1, side slope is in stabilization and not
Stable critical point；If rupture degree is more than 1, side slope is in instability status；
Step 12, step 4 is performed repeatedly to step 11, obtain under multiple blast action, the rupture degree of bench slope and steady
Qualitatively evolution condition.
Data acquisition described in step 1, including the geometric shape of bench slope, formation characteristics, Structural plane distribution situation,
Lower regimen condition and blasting parameter；
Described geometric shape includes：Bench slope height, bench slope angle, safety platform width and numbers of steps；
Described formation characteristics includes ground layer number, the Rock Species on stratum, the tendency on each stratum and inclination angle；
Described Structural plane distribution situation includes structural plane group number, structural plane occurrence, structure interplanar distance and structural plane mark length；
Described groundwater condition includes the spatial shape of level of ground water height and water level；
Described blasting parameter include explosive type, the coefficient of coup, blasthole diameter, blast hole depth, stemming length, ultra-deep,
Single hole explosive payload, toe burden, the number of the boring hole, an array pitch, firing order and delay.
The sillar to field sampling described in step 3 is tested, and obtains the performance parameter of sillar, wherein, described reality
Test including indoor sound wave experiment, uniaxial compression experiment, triaxial tests, direct shearing test, Brazilian spilt test, hammering Fluctuation test and
Permeability test, it is strong to obtain the modulus of elasticity of the performance parameter including sillar of sillar, Poisson's ratio, cohesive strength, internal friction angle, tension
Degree, porosity and infiltration coefficient, obtaining the performance parameter of structural plane in sillar includes the normal contact stiffness of structural plane, tangentially connects
Touch rigidity, cohesive strength, internal friction angle, tensile strength, tension failure strain and shear fracture strain.
Geometric Modeling described in step 4 is modeled by the way of from bottom to top using point-line-face-body, and used
Delaunay methods carry out dividing elements, obtain the Three-dimension Numerical Model of slope blasting stability analysis.
Described in step 5 to the constitutive model of the explosive in above-mentioned Three-dimension Numerical Model, the constitutive model of sillar, structural plane
Constitutive model, the constitutive model of hole seepage flow and fracture seepage carry out model selection, it is determined that the input parameter of selected model,
It is specific as follows：
The constitutive model of described explosive chooses Landau model or JWL models；When selecting Landau model, input parameter bag
Include：Degree of packing, explosion velocity and quick-fried heat；When selecting JWL models, input parameter includes：The specific internal energy of degree of packing, explosion product
And experimental fit parameter；
The constitutive model of described sillar chooses Mohr-Coulomb ideal elastoplastic models or Drucker-Prager reasons
Think elastic-plastic model, input parameter includes：Rock mass density, modulus of elasticity, Poisson's ratio, cohesive strength, internal friction angle and tensile strength；
The constitutive model of described structural plane chooses Mohr-Coulomb strain softening models, and input parameter includes：Structure
Face normal contact stiffness, tangential contact stiffness, cohesive strength, internal friction angle, tensile strength, tension failure strain and shear fracture should
Become；
Described hole seepage flow and the constitutive model of fracture seepage are chosen for unsaturation darcy flow model, input parameter bag
Include：Porosity, infiltration coefficient and crack initial opening.
The initial BVP condition of setting Three-dimension Numerical Model described in step 6, including：In model bottom and four during Static Calculation
Week sets Normal Constraint condition, applies gravity condition on whole model；Nothing is set in model bottom and surrounding when blast calculates
Reflective boundary condition.
Described in step 7 by adjusting the elastic parameter in Three-dimension Numerical Model, the elastic parameter adjusted includes：Rock mass
Modulus of elasticity and structural plane contact stiffness.
The intensive parameter of continuous adjustment sillar and structural plane described in step 9, including cohesive strength, internal friction angle, tension are strong
Degree, tension failure strain and shear fracture strain；The described convergence using numerical value is discriminant criterion, i.e., when numerical divergence,
As critical condition.
Advantage of the present invention：
The present invention proposes that a kind of blast action of analyzing is got out of a predicament or an embarrassing situation the method for slope stability, compared with traditional method, this
Numerical simulation is combined by method with vibration monitoring, can be number using the material parameter of the vibration information amendment slopes of slopes
Value simulation, which provides, more accurately enters parameter；The method for numerical simulation coupled using finite element with discrete element carries out mechanics point
Analysis, can completely portray gradually distortion process of the side slope under blast load effect, and result of calculation is more accurate；Using rupture degree
The evaluation of progress slope stability, the lesion ruptures situation that can directly reflect inside slopes, evaluation index are more reasonable.
Brief description of the drawings
Fig. 1 is that the analysis blast action of an embodiment of the present invention is got out of a predicament or an embarrassing situation the method flow diagram of slope stability；
Fig. 2 is that the blast action of an embodiment of the present invention is got out of a predicament or an embarrassing situation Analysis of Slope Stability schematic diagram, wherein, 1 represents
Blasthole, 2 represent explosive, and 3 represent to block, and 4 represent first step side slope, and 5 represent second step side slope, and 6 represent the 3rd step side
Slope, 7 represent along joint of inclining, and 8 represent First Speed sensor, and 9 represent second speed sensor, and 10 represent third speed sensing
Device, 11 represent fourth speed sensor, and 12 represent level of ground water.
Embodiment
An embodiment of the present invention is described further below in conjunction with the accompanying drawings.
In the embodiment of the present invention, stability analysis, specific method step such as Fig. 1 are carried out to the bench slope of certain outdoors iron ore
It is shown, comprise the following steps：
Step 1, data acquisition is carried out to live bench slope, and to being sampled at the platform of the bench slope at scene；
Described data acquisition, including the geometric shape of bench slope, formation characteristics, Structural plane distribution situation, underground water
Situation and blasting parameter；Described geometric shape includes：Bench slope height, bench slope angle, safety platform width and platform
Exponent number amount；Described formation characteristics includes ground layer number, the Rock Species on stratum, the tendency on each stratum and inclination angle；Described knot
Structure EDS maps situation includes structural plane group number, structural plane occurrence, structure interplanar distance and structural plane mark length；Described groundwater condition
Spatial shape including level of ground water height and water level；It is straight that described blasting parameter includes explosive type, the coefficient of coup, blasthole
Footpath, blast hole depth, stemming length, ultra-deep, single hole explosive payload, toe burden, the number of the boring hole, an array pitch, firing order and prolong
When；
In the embodiment of the present invention, stability analysis is carried out to the bench slope of certain outdoors iron ore, as shown in Fig. 2 step side
The height on slope 4 to 6 is 12m, 65 ° of slope angle, berm width 8m；Bench slope 4 to 6 is cut by one group along joint 7 of inclining, joint
45 ° of inclination angle, spacing 3m；A diameter of 25cm, the hole depth 15m of blasthole 1；Totally 3 row of blasthole 1, often row include 7 blastholes；Blasthole 1
Toe burden is 5m, and an array pitch is 6.5m, and using equilateral triangle mode cloth hole, bench slope 4 is arrived in last tier hole 1
The distance of toe is 12m；Level of ground water 12 is located at below bursting work platform at 10m；Explosive 2 is emulsion, degree of packing
For 1150kg/m3, detonation rate 4250m/s, quick-fried heat is 3.4MJ/kg；The length for blocking 3 is 7m, and firing order is hole-specifically to rise
Quick-fried, be delayed 25ms between hole, and be delayed 42ms between row；In the embodiment of the present invention, it is sampled in the bottom platform of bench slope 4；
Installation vibration monitoring equipment in the middle part of the ramped surfaces or platform of step 2, at the scene bench slope, catches per separate explosion
During sensor mounting location vibration time-history curves；
In the embodiment of the present invention, described vibration monitoring equipment uses vibration velocity sensing equipment, in bench slope 4 to 6
4 velocity sensors 8 to 11 are installed respectively, for testing side slope Vibration Condition caused by explosion in the middle part of corresponding platform；It is based on
Time-history curves pick up the Induction Peried of each sensor, calculate the longitudinal wave velocity of side slope diverse location；
Step 3, the sillar to field sampling are tested, and obtain the performance parameter of sillar；
In the embodiment of the present invention, the sillar to field sampling is tested, and obtains the performance parameter of sillar, its
In, described experiment includes indoor sound wave experiment, uniaxial compression experiment, triaxial tests, direct shearing test, Brazilian spilt test, hammer
Fluctuation test and permeability test are hit, the modulus of elasticity of the performance parameter including sillar of sillar, Poisson's ratio is obtained, cohesive strength, interior rubs
Angle, tensile strength, porosity and infiltration coefficient are wiped, obtaining the performance parameter of structural plane in sillar includes the normal direction contact of structural plane
Rigidity, tangential contact stiffness, cohesive strength, internal friction angle, tensile strength, tension failure strain and shear fracture strain；
In the embodiment of the present invention, test result shows, the density of the place of bench slope 4 to 6 iron ore is 3200kg/m3, elasticity
Modulus 60GPa, Poisson's ratio 0.25, cohesive strength 36MPa, tensile strength 12MPa, 40 ° of internal friction angle；The normal direction contact at joint 7 is firm
It is 35GPa/m, cohesive strength 8MPa, tensile strength 3MPa to spend for 50GPa/m, tangential contact stiffness, and internal friction angle is 30 °,
Tension failure strain is 0.1%, and shear fracture strain is 0.3%；
Step 4, Geometric Modeling carried out according to the performance parameter and the live bench slope data that are gathered of sampling rock, and
Dividing elements are carried out, obtain the Three-dimension Numerical Model of slope blasting stability analysis；
In the embodiment of the present invention, described Geometric Modeling is modeled by the way of from bottom to top and (adopted using point-line-face-body
With Geometric Modeling and mesh generation software, such as：GiD softwares, Patran softwares, Gmsh softwares), and use Delaunay methods
Dividing elements are carried out, obtain the Three-dimension Numerical Model of slope blasting stability analysis；
Step 5, to the constitutive model of the explosive in above-mentioned Three-dimension Numerical Model, the constitutive model of sillar, structural plane sheet
The constitutive model of structure model, hole seepage flow and fracture seepage carries out model selection, it is determined that the input parameter of selected model；
In the embodiment of the present invention, constitutive model, this structure of sillar of the explosive in above-mentioned Three-dimension Numerical Model
Model, the constitutive model of structural plane, the constitutive model of hole seepage flow and fracture seepage carry out model selection, it is determined that selected model
Input parameter, it is specific as follows：
The constitutive model of described explosive chooses Landau model or JWL models；When selecting Landau model, input parameter bag
Include：Degree of packing, explosion velocity and quick-fried heat；When selecting JWL models, input parameter includes：The specific internal energy of degree of packing, explosion product
And experimental fit parameter, the experimental fit parameter include pressure A, pressure B, dimensionless number R1, dimensionless number R2 and dimensionless
Number w；The constitutive model of described sillar chooses Mohr-Coulomb ideal elastoplastic models or Drucker-Prager ideal bullets
Plasticity model, input parameter include：Rock mass density, modulus of elasticity, Poisson's ratio, cohesive strength, internal friction angle and tensile strength；It is described
The constitutive model of structural plane choose Mohr-Coulomb strain softening models, input parameter includes：The contact of structural plane normal direction is firm
Degree, the strain of tangential contact stiffness, cohesive strength, internal friction angle, tensile strength, tension failure and shear fracture strain；Described hole
The constitutive model of gap seepage flow and fracture seepage is chosen for unsaturation darcy flow model, and input parameter includes：Porosity, infiltration system
Number and fracture opening；
In the embodiment of the present invention, Three-dimension Numerical Model is established using general preceding the poster processing soft GiD, altogether subdivision tetrahedron net
Lattice 51.2 ten thousand.The numerical method coupled using finite element with discrete element carries out mechanical analysis, and quick-fried source model selection is Landau model,
The selection of sillar model is Mohr-Coulomb ideal elastoplastic models, and structural plane model selection is Mohr-Coulomb strain softenings
Model.
Step 6, the initial BVP condition that Three-dimension Numerical Model is set, including：Set during Static Calculation in model bottom and surrounding
Normal Constraint condition is put, applies gravity condition on whole model；Areflexia is set in model bottom and surrounding when blast calculates
Boundary condition.
Step 7, analysis calculating carried out to Three-dimension Numerical Model using the method for numerical simulation that finite element couples with discrete element,
The vibration time-history curves of vibrating sensor burial place are obtained, by adjusting the elastic parameter in Three-dimension Numerical Model, including：Rock
The modulus of elasticity of body and the contact stiffness of structural plane, calculating is set to obtain vibration time-history curves and live actual vibration time-history curves
Vibrational waveform, vibration amplitude are consistent with longitudinal wave velocity；
In the embodiment of the present invention, the method for numerical simulation and software that are coupled using finite element with discrete element (such as CDEM methods,
FEM/DEM methods, Rockfield softwares, UDEC/3DEC softwares)；
In the embodiment of the present invention, the numerical method and vibrating speed sensors 8 to 11 that are coupled by finite element with discrete element
Vibration time-history curves, to the elastic parameter of iron ore and joint plane carry out back analysis, back analysis obtain iron ore modulus of elasticity be
52GPa, Poisson's ratio 0.30, the normal contact stiffness at joint 7 is 60GPa/m, tangential contact stiffness is 40GPa/m.
Step 8, using the method for numerical simulation that finite element couples with discrete element to after adjustment Three-dimension Numerical Model carry out
Analysis calculates, and obtains the Strain energy A of current state slopen；
Step 9, the constantly intensive parameter of adjustment sillar and structural plane, including cohesive strength, internal friction angle, tensile strength, drawing
Breaking strain and shear fracture strain are stretched, using the convergence of numerical value as discriminant criterion, i.e., when numerical divergence, finds blast load
The critical condition that unstability sliding occurs for side slope of getting out of a predicament or an embarrassing situation is acted on, obtains critical fracture area Ac；
Side slope obtained in step 10, current Strain energy divided by step 9 by the side slope obtained in step 8 is faced
Boundary's Strain energy, obtain rupture degree D, D=A of the bench slope under this separate explosion loadn/Ac；
Step 11, judge the affiliated scope of rupture degree, if obtaining rupture degree less than or equal to 0.5, side slope is in stable state；
If rupture degree is more than 0.5 and less than 1, side slope is in understable state；If rupture degree is equal to 1, side slope is in stabilization and not
Stable critical point；If rupture degree is more than 1, side slope is in instability status；
In the embodiment of the present invention, the intensive parameter of elastic parameter and laboratory experiment acquisition after input reverse, analysis is this time
The dimensionless Strain energy of bench slope 4 to 6 caused by blast action is respectively 6%, 3% and 1%.Travel through gain of parameter step
The dimensionless critical fracture area of side slope 4 to 6 under critical conditions, respectively 42%, 65% and 54%.Calculate bench slope
4 to 6 rupture degree is respectively 14%, 4.6% and 1.9%.3 step sides are can be seen that from the rupture degree of bench slope 4 to 6
Slope is in stable state under the effect of this separate explosion；
Step 12, step 4 is performed repeatedly to step 11, obtain under multiple blast action, the rupture degree of bench slope and steady
Qualitatively evolution condition.
This method is integrated with a variety of hands such as field investigation, laboratory experiment, vibration monitoring, numerical analysis and the evaluation of rupture degree
Section, is a kind of analysis by synthesis method of slope blasting stability.This method obtains quick-fried area's step by field investigation and laboratory experiment
The basic geometric shape of side slope, Fractures Spatial Distribution feature, blasting parameter, the physico mechanical characteristic etc. of rock mass and explosive, lead to
The vibration time-history curves of side slope exemplary position when vibration monitoring catches all previous bursting work are crossed, pass through numerical simulation and vibration monitoring
Combination inverting amendment numerical computations parameter, and obtain the rupture degree under current blasting parameter using numerical simulation, finally utilize
The stability status of rupture degree metrics evaluation side slope.
Claims (7)
- A kind of method of slope stability 1. analysis blast action is got out of a predicament or an embarrassing situation, it is characterised in that comprise the following steps：Step 1, data acquisition is carried out to live bench slope, and the bench slope at scene is sampled；Installation vibration monitoring equipment, catches each blasting process in the middle part of the ramped surfaces or platform of step 2, at the scene bench slope The vibration time-history curves of middle sensor mounting location；Step 3, the sillar to field sampling are tested, and obtain the performance parameter of sillar；Step 4, Geometric Modeling carried out according to the performance parameter and the live bench slope data that are gathered of sampling rock, and carried out Dividing elements, obtain the Three-dimension Numerical Model of slope blasting stability analysis；Step 5, to the constitutive model of the explosive in above-mentioned Three-dimension Numerical Model, the constitutive model of sillar, structural plane this structure mould The constitutive model of type, hole seepage flow and fracture seepage carries out model selection, it is determined that the input parameter of selected model；It is specific as follows：The constitutive model of described explosive chooses Landau model or JWL models；When selecting Landau model, input parameter includes： Degree of packing, explosion velocity and quick-fried heat；When selecting JWL models, input parameter includes：Degree of packing, explosion product specific internal energy and Experimental fit parameter；The constitutive model of described sillar chooses Mohr-Coulomb ideal elastoplastic models or Drucker-Prager ideal bullets Plasticity model, input parameter include：Rock mass density, modulus of elasticity, Poisson's ratio, cohesive strength, internal friction angle and tensile strength；The constitutive model of described structural plane chooses Mohr-Coulomb strain softening models, and input parameter includes：Structural plane method To contact stiffness, tangential contact stiffness, cohesive strength, internal friction angle, tensile strength, tension failure strain and shear fracture strain；Described hole seepage flow and the constitutive model of fracture seepage are chosen for unsaturation darcy flow model, and input parameter includes： Porosity, infiltration coefficient and crack initial opening；Step 6, the initial BVP condition that Three-dimension Numerical Model is set；Step 7, analysis calculating carried out to Three-dimension Numerical Model using the method for numerical simulation that finite element couples with discrete element, obtained The vibration time-history curves of vibrating sensor burial place, by adjusting the elastic parameter in Three-dimension Numerical Model, are obtained calculating It is consistent with the vibrational waveform, vibration amplitude and longitudinal wave velocity of live actual vibration time-history curves to vibrate time-history curves；Step 8, using the method for numerical simulation that finite element couples with discrete element the Three-dimension Numerical Model after adjustment is analyzed Calculate, obtain the Strain energy of current state slope；Step 9, the constantly intensive parameter of adjustment sillar and structural plane, using the convergence of numerical value as discriminant criterion, find explosion load Lotus acts on the critical condition that unstability sliding occurs for side slope of getting out of a predicament or an embarrassing situation, and obtains critical fracture area；The critical of side slope obtained in step 10, current Strain energy divided by step 9 by the side slope obtained in step 8 is broken Broken face accumulates, and obtains rupture degree of the bench slope under this separate explosion load；Step 11, judge the affiliated scope of rupture degree, if obtaining rupture degree less than or equal to 0.5, side slope is in stable state；It is if broken Degree of splitting is more than 0.5 and less than 1, then side slope is in understable state；If rupture degree is equal to 1, side slope be in it is stable with it is unstable Critical point；If rupture degree is more than 1, side slope is in instability status；Step 12, step 4 is performed repeatedly to step 11, obtain under multiple blast action, the rupture degree and stability of bench slope Evolution condition.
- The method of slope stability 2. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 1 Described data acquisition, including the geometric shape of bench slope, formation characteristics, Structural plane distribution situation, groundwater condition and quick-fried Broken parameter；Described geometric shape includes：Bench slope height, bench slope angle, safety platform width and numbers of steps；Described formation characteristics includes ground layer number, the Rock Species on stratum, the tendency on each stratum and inclination angle；Described Structural plane distribution situation includes structural plane group number, structural plane occurrence, structure interplanar distance and structural plane mark length；Described groundwater condition includes the spatial shape of level of ground water height and water level；Described blasting parameter includes explosive type, the coefficient of coup, blasthole diameter, blast hole depth, stemming length, ultra-deep, single hole Explosive payload, toe burden, the number of the boring hole, an array pitch, firing order and delay.
- The method of slope stability 3. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 3 The described sillar to field sampling is tested, and obtains the performance parameter of sillar, wherein, described experiment includes indoor sound wave Experiment, uniaxial compression experiment, triaxial tests, direct shearing test, Brazilian spilt test, hammering Fluctuation test and permeability test, are obtained The performance parameter of sillar includes modulus of elasticity, Poisson's ratio, cohesive strength, internal friction angle, tensile strength, porosity and the infiltration of sillar Coefficient, obtain the normal contact stiffness of the performance parameter including structural plane of structural plane in sillar, tangential contact stiffness, cohesive strength, Internal friction angle, tensile strength, tension failure strain and shear fracture strain.
- The method of slope stability 4. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 4 Described Geometric Modeling is modeled using point-line-face-body by the way of from bottom to top, and carries out list using Delaunay methods Member division, obtain the Three-dimension Numerical Model of slope blasting stability analysis.
- The method of slope stability 5. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 6 The initial BVP condition of described setting Three-dimension Numerical Model, including：Normal direction is set about in model bottom and surrounding during Static Calculation Beam condition, apply gravity condition on whole model；Nonreflecting boundary condition is set in model bottom and surrounding when blast calculates.
- The method of slope stability 6. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 7 It is described by adjusting the elastic parameter in Three-dimension Numerical Model, the elastic parameter adjusted includes：The modulus of elasticity of rock mass and The contact stiffness of structural plane.
- The method of slope stability 7. analysis blast action according to claim 1 is got out of a predicament or an embarrassing situation, it is characterised in that step 9 The intensive parameter of described continuous adjustment sillar and structural plane, including cohesive strength, internal friction angle, tensile strength, tension failure should Become and shear fracture strains；The described convergence using numerical value is discriminant criterion, i.e., when numerical divergence, as critical condition.
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