CN106768496B - Stability evaluation of rock mass method based on stope stress state - Google Patents
Stability evaluation of rock mass method based on stope stress state Download PDFInfo
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- G—PHYSICS
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- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The present invention provides a kind of stability evaluation of rock mass method based on stope stress state, belongs to stability evaluation of rock mass technical field.This method includes initial rock stress field survey, mining stress field monitoring, the test of combined stress field computation, mechanical properties of rock and rock mass relative stress state representation, by making comparisons with the Limiting strength that laboratory obtains, rock mass relative stress state is calculated, to judge rock stability.This method is simple and easy, can obtain rock mass combined stress state, and then evaluate rock stability, provides foundation for prediction rock power calamity source.
Description
Technical field
The present invention relates to stability evaluation of rock mass technical fields, and it is steady to particularly relate to a kind of rock mass based on stope stress state
Qualitative evaluating method.
Background technique
With China's superficial part mineral resources exploitation totally, the ratio of underground mining is increasing.With mining depth
Increase, the safety of exploitation is worse and worse.Deep mining is stepped into especially with emphasis mining area, with bump, mine shake, rock burst
It takes place frequently Deng for the mine power disaster of representative, and the scale and the extent of injury that occur all obviously are aggravated.According to incompletely statistics, from
1985 are so far, pressed with being hit in the whole country, mine shake, the dynamic disasters threat such as rock burst mine quantity by past tens
A increase till now hundreds of, etesian damaging impact disaster number is by past more than ten till now several
Hundred.Since the preparation process of the dynamic disasters such as bump has " randomness ", generation with " Retarder theory ", the place occurred
Process has " mutability ", and therefore, the generation of the disasters such as bump not only results in serious casualties, but also meeting
It causes the breaking-up of support unit, tunnel the property losses such as to scrap, reduces digging efficiency, seriously affect the safety of bargh
Efficiently production.
Serious is remained with security protection problem to effective control of the mine power disasters such as bump and restricts deep money
The key technique bottleneck of source security development.Studies have shown that the dynamic disasters such as bump are mostly gathering due to elastic energy
Caused by collection and suddenly release.In this process, crustal stress and its variation are the most fundamental power sources, are both that deep is caused to be opened
The basic active force of dynamic disaster and engineering project deformation and destruction during adopting, and carry out dynamic disaster prediction and danger
Property analysis prerequisite condition.
The present invention proposes the stability evaluation of rock mass method based on stope stress state.Rock power is carried out by field sampling
Property test, test stope initial field stress, real-time monitoring mining stress field are learned, can get rock mass combined stress shape
State, and then rock stability is evaluated, foundation is provided for prediction rock power calamity source.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of stability evaluation of rock mass method based on stope stress state,
Mechanical properties of rock test, test stope initial field stress, real-time monitoring mining stress field are carried out by field sampling,
It can get rock mass combined stress state, and then evaluate rock stability, provide foundation for prediction rock power calamity source.
Specific step is as follows for this method:
(1) initial rock stress field is tested: carrying out geostress survey in target area, test position and measuring point quantity can cover
Stope region to be evaluated, inverting obtain initial rock stress field Si(σ1, σ2, σ3)；
(2) mining stress field monitors: utilizing mining induced stress monitoring device and system, adopts and answer with mining real-time monitoring
Power obtains real-time mining stress field Mi(σ1, σ2, σ3)；
(3) combined stress field computation: by initial rock stress field Si(σ1, σ2, σ3) and mining stress field Mi(σ1, σ2, σ3) superposition
It obtains recovery activity and causes the exploiting field combined stress field C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi；
(4) mechanical properties of rock is tested: being sampled in target area to rock, is carried out mechanical properties of rock triaxial test, obtain
Obtain internal friction angle θ, the cohesive strength c of rock sample；
(5) rock mass relative stress state representation: combined stress field Ci(σ1, σ2, σ3) characterization rock real-time stress state,
The Limiting strength obtained with laboratory is made comparisons, and rock mass relative stress state W is calculatedr, as 0≤WrWhen < 0.4, rock mass is steady
It is fixed；As 0.4≤WrWhen < 0.6, rock mass is more stable；As 0.6≤WrWhen < 0.7, rock mass moderate stable；As 0.7≤WrWhen < 0.8,
The lower stabilization of rock mass；As 0.8≤WrWhen < 1.0, rock mass is unstable.
The method of the present invention principle are as follows: judge that it is opposite with the rock boundary state of stress using stress state locating for rock mass as parameter
Relationship, then rock stability is poorer closer to the boundary state of stress for stress state locating for it.
Think that rock is that carrying is lost under different direct stress and shear stress compound action with Mohr-Coulomb's strength theory
Ability, the intensity value of rock and the size of intermediate principal stress are unrelated.
Mohr-Coulomb's strength theory mathematic(al) representation is formula (1):
τ=σ tan θ+c formula (1)
In formula: τ --- the ultimate shearing stress (MPa) under direct stress σ effect；
The cohesive force (MPa) of c --- rock；
The internal friction angle (°) of θ --- rock.
According to the geometrical relationship figure of Mohr's stress circle and strength envelope it can be concluded that working as minimum principal stress σ3When determining
Wait, according to known to geometrical relationship must existence anduniquess maximum principal stress peak value σfWith with minimum principal stress σ3The composed limit is answered
Power circle is tangent with intensity line.
If rock is in a certain stress state (σ1, σ3) under, define rock mass relative stress state WrCome characterize stress state with
The boundary state of stress is shown in formula (3) in the relationship of Mohr's stress circle and the geometrical relationship figure of strength envelope:
Formula (2) substitutes into formula (3) and obtains:
R is the Mohr's stress circle radius with the tangent limiting condition of straight line, r1For the Mohr's stress circle under a certain stress state
Radius, WrFor the ratio between the radius of stress circle under Mohr's stress circle under a certain stress state and limiting condition.
By geometrical relationship it is found that WrSmaller, Mohr's circle more deviates intensity line, and rock is less susceptible to destroy； WrObject
Manage meaning reflection is a kind of relative stress state, the i.e. relationship of stress state and the boundary state of stress. WrValue is bigger, more connects
Near limit state, stability are poorer.
Illustrate:
The parameter W established based on Mohr-Coulomb's criterion of strengthrPrincipal stress is characterized under a certain stress state close to limit shape
The degree of state.
Uniaxial compression: work as σ3=σ2=0, σ1When > 0, rock is in the case of uniaxial compression,
σfFor the uniaxial compressive strength of rock.
It is uniaxially stretched: working as σ3=σ2=0, σ1When < 0, rock is in be uniaxially stretched in the case of,
σfFor the uniaxial tensile strength of rock.
Three dimension stress: work as σ1> σ2> σ3When > 0, rock is in the case of three dimension stress, 0≤Wr≤ 1, work as WrIt is said when=0
Bright rock is in three-dimensional etc. and forces contracting situation, and no matter stress value is how high, and state is stable；Work as WrWhen=1, stress state
Reach capacity state, and principal stress combines lower least favorable in this case, and rock destroys；Work as WrWhen from 0 to 1 variation, rock
From stable state to instability status transition, rock undergoes elastic stage, plastic stage, failure stage during this, due to rock material
The brittleness of material, when it is closer to 1, under same disturbed conditions, a possibility that destroying, is bigger.
Stablize: rock is in stress primary stage and early period in elastomeric deformable stage, and destruction also needs big external force, pacifies
Entirely, danger classes is minimum.
More stable: rock is in the later period in elastomeric deformable stage, destroys and needs biggish external force, content to retain sovereignty over a part of the country complete, danger etc.
Grade is lower.
Moderate stable: rock is in elastomeric deformable and plasticity transition stage, and internal injury crackle starts to generate, partially dangerous,
Danger classes is medium.
Lower stabilization: rock is in the deformation plasticity stage, and underbead crack rate of development is accelerated, and it is lesser to destroy needs
External force, higher danger, danger classes are higher.
Unstable: rock is in deformation plasticity and critical slope langth stage, and the perforation of underbead crack Rapid development, destroying needs
Want lesser external force, danger classes highest.
Rock mass relative stress state WrCan describe rock material under various stress assembled states its close to the limit of rupture
Degree.
The advantageous effects of the above technical solutions of the present invention are as follows:
The method of the present invention is simple and easy, can obtain rock mass combined stress state, and then evaluate rock stability, for prediction
Rock power calamity source provides foundation.
Detailed description of the invention
Fig. 1 is the stability evaluation of rock mass method step flow diagram of the invention based on stope stress state；
Fig. 2 is Mohr's stress circle and stress state geometrical relationship figure in the present invention.
Specific embodiment
To keep the technical problem to be solved in the present invention, technical solution and advantage clearer, below in conjunction with attached drawing and tool
Body embodiment is described in detail.
The present invention provides a kind of stability evaluation of rock mass method based on stope stress state.
As shown in Figure 1, this method includes initial rock stress field survey, mining stress field monitoring, combined stress field computation, rock power
Learn property test and rock mass relative stress state representation, this method principle are as follows:
Itself and rock boundary state of stress relativeness are judged by parameter of stress state locating for rock mass, stress locating for it
Then rock stability is poorer closer to the boundary state of stress for state.
Think that rock is that carrying is lost under different direct stress and shear stress compound action with Mohr-Coulomb's strength theory
Ability, the intensity value of rock and the size of intermediate principal stress are unrelated.
Mohr-Coulomb's strength theory mathematic(al) representation is formula (1):
τ=σ tan θ+c formula (1)
In formula: τ --- the ultimate shearing stress (MPa) under direct stress σ effect；
The cohesive force (MPa) of c --- rock；
The internal friction angle (°) of θ --- rock.
The geometrical relationship figure of Mohr's stress circle and strength envelope according to Fig.2, is it can be concluded that work as minimum principal stress σ3
When determination, according to known to geometrical relationship must existence anduniquess maximum principal stress peak value σfWith with minimum principal stress σ3It is formed
Limit stress circle it is tangent with intensity line.
If rock is in a certain stress state (σ1, σ3) under, define rock mass relative stress state WrCome characterize stress state with
The boundary state of stress is shown in formula (3) in the relationship of Mohr's stress circle and the geometrical relationship figure of strength envelope:
Formula (2) substitutes into formula (3) and obtains:
R is the Mohr's stress circle radius with the tangent limiting condition of straight line, r1For the Mohr's stress circle under a certain stress state
Radius, WrFor the ratio between the radius of stress circle under Mohr's stress circle under a certain stress state and limiting condition.
By geometrical relationship it is found that WrSmaller, Mohr's circle more deviates intensity line, and rock is less susceptible to destroy； WrObject
Manage significance response is a kind of relative stress state, the i.e. relationship of stress state and the boundary state of stress. WrValue is bigger, more connects
Near limit state, stability are poorer.
Illustrate:
The parameter W established based on Mohr-Coulomb's criterion of strengthrPrincipal stress is characterized under a certain stress state close to limit shape
The degree of state.
Uniaxial compression: work as σ3=σ2=0, σ1When > 0, rock is in the case of uniaxial compression,
σfFor the uniaxial compressive strength of rock.
It is uniaxially stretched: working as σ3=σ2=0, σ1When < 0, rock is in be uniaxially stretched in the case of,
σfFor the uniaxial tensile strength of rock.
Three dimension stress: work as σ1> σ2> σ3When > 0, rock is in the case of three dimension stress, 0≤Wr≤ 1, work as WrIt is said when=0
Bright rock is in three-dimensional etc. and forces contracting situation, and no matter stress value is how high, and state is stable；Work as WrWhen=1, stress state
Reach capacity state, and principal stress combines lower least favorable in this case, and rock destroys；Work as WrWhen from 0 to 1 variation, rock
From stable state to instability status transition, rock undergoes elastic stage, plastic stage, failure stage during this, due to rock material
The brittleness of material, when it is closer to 1, under same disturbed conditions, a possibility that destroying, is bigger.
1 rock stability grade classification table of table
It is unfolded as follows in the specific implementation process:
(1) initial rock stress field is tested.Geostress survey is carried out in target area, test position and measuring point quantity can cover
Stope region to be evaluated, inverting obtain initial rock stress field Si(σ1, σ2, σ3)。
(2) mining stress field monitors.Using mature mining induced stress monitoring device and system, with mining real-time monitoring
Mining induced stress obtains real-time mining stress field Mi(σ1, σ2, σ3)。
(3) combined stress field computation.By initial rock stress field Si(σ1, σ2, σ3) and mining stress field Mi(σ1, σ2, σ3) superposition
It obtains recovery activity and causes the exploiting field combined stress field C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi。
(4) mechanical properties of rock is tested.Rock is sampled in target area, mechanical properties of rock triaxial test is carried out, obtains
Obtain internal friction angle θ, the cohesive strength c of rock sample.
(5) rock mass relative stress state representation.The σ obtained according to live detecting earth stress3σ is acquired using formula (2)f；
W is acquired by formula (3)r；According to table 1, by the W being calculatedσValue, judges stable state locating for rock mass.
The above is a preferred embodiment of the present invention, it is noted that for those skilled in the art
For, without departing from the principles of the present invention, several improvements and modifications can also be made, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (1)
1. a kind of stability evaluation of rock mass method based on stope stress state, it is characterised in that: specific step is as follows:
(1) initial rock stress field is tested: carrying out geostress survey in target area, test position and measuring point quantity can cover to be evaluated
Valence stope region, inverting obtain initial rock stress field Si(σ1, σ2, σ3)；
(2) mining stress field monitors: mining induced stress monitoring device and system are utilized, with mining real-time monitoring mining induced stress,
Obtain real-time mining stress field Mi(σ1, σ2, σ3)；
(3) combined stress field computation: by initial rock stress field Si(σ1, σ2, σ3) and mining stress field Mi(σ1, σ2, σ3) be superimposed and opened
The activity of adopting causes the exploiting field combined stress field C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi；
(4) mechanical properties of rock is tested: being sampled in target area to rock, is carried out mechanical properties of rock triaxial test, obtains rock
Internal friction angle θ, the cohesive strength c of sample；
(5) rock mass relative stress state representation: combined stress field Ci(σ1, σ2, σ3) characterization rock real-time stress state, with experiment
The Limiting strength that room obtains is made comparisons, and rock mass relative stress state W is calculatedr, as 0≤WrWhen < 0.4, Rock Slide Stability；When
0.4≤WrWhen < 0.6, rock mass is more stable；As 0.6≤WrWhen < 0.7, rock mass moderate stable；As 0.7≤WrWhen < 0.8, rock mass
Lower stabilization；As 0.8≤WrWhen < 1.0, rock mass is unstable；
W in the step (5)rCalculation formula are as follows:
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| CN109001420A (en) * | 2018-05-21 | 2018-12-14 | 深圳市工勘岩土集团有限公司 | The method of the analysis geological disaster of tectonic stress circle or slope stability |
| CN111351704B (en) * | 2018-12-05 | 2021-08-13 | 重庆大学 | Dynamic effect simulation experiment method for composite dynamic disaster of deep mining mine |
| CN109682946B (en) * | 2018-12-24 | 2021-07-06 | 江西理工大学 | Method for judging stability potential energy of metal ore overlying rock mass under artificial ore pillar support |
| CN111220449A (en) * | 2020-03-03 | 2020-06-02 | 中国矿业大学(北京) | Method for analyzing stability of roadway |
| CN112525685B (en) * | 2020-11-23 | 2023-06-09 | 西安科技大学 | Coal face propulsion speed optimization method based on coal rock stress loading experiment |
| CN113266337A (en) * | 2021-06-17 | 2021-08-17 | 北京科技大学 | Rock mass quality evaluation method based on ultrasonic drilling imaging technology and fractal method |
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