CN106768496A - 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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- CN106768496A CN106768496A CN201611208171.9A CN201611208171A CN106768496A CN 106768496 A CN106768496 A CN 106768496A CN 201611208171 A CN201611208171 A CN 201611208171A CN 106768496 A CN106768496 A CN 106768496A
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- G—PHYSICS
- G01—MEASURING; TESTING
- 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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- G—PHYSICS
- G01—MEASURING; TESTING
- 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
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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.The method includes initial rock stress field survey, mining stress field monitoring, the test of combined stress field computation, mechanical properties of rock and step etc. rock mass relative stress state representation, made comparisons by with the Limiting strength that laboratory obtains, rock mass relative stress state is calculated, so as to judge rock stability.The method is simple and easy to apply, is obtained in that rock mass combined stress state, and then evaluates rock stability, for prediction rock power calamity source provides foundation.
Description
Technical field
The present invention relates to stability evaluation of rock mass technical field, a kind of rock mass based on stope stress state is particularly related to steady
Qualitative evaluating method.
Background technology
With China's superficial part mineral resources exploitation totally, the ratio of underground mining is increasing.With mining depth
Increase, the security of exploitation is worse and worse.Deep mining is stepped into especially with emphasis mining area, with bump, ore deposit shake, rock burst
Taken place frequently Deng the mine power disaster for representative, and the scale and the extent of injury of generation are all substantially aggravated.According to incompletely statistics, from
1985 are so far, it is nationwide in press with being hit, ore deposit shake, the mine quantity of the dynamic disaster threat such as rock burst is by past tens
Individual increase till now hundreds of, etesian damaging impact disaster number of times is by past more than ten till now several
Hundred.Because the preparation process of the dynamic disasters such as bump has the place of " Retarder theory ", generation with " randomness ", generation
Process has " mutability ", therefore, the generation of the disaster such as bump not only results in serious casualties, but also meeting
The property loss such as cause the breaking-up of support unit, tunnel to scrap, reduces digging efficiency, has a strong impact on the safety of bargh
Efficiently production.
Effective control and security protection problem to mine power disasters such as bumps remain serious restriction deep money
The guardian technique bottleneck of source security development.Research shows that the dynamic disaster such as bump is mostly gathering due to elastic energy
What collection and suddenly release were caused.In this process, crustal stress and its change are most basic power sources, are both to cause deep to be opened
Dynamic disaster and engineering project deformation and the basic active force of destruction, are also to carry out dynamic disaster prediction and danger during adopting
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
The steps such as property test, test stope initial field stress, real-time monitoring mining stress field are learned, rock mass combined stress shape can be obtained
State, and then rock stability is evaluated, for prediction rock power calamity source provides foundation.
The content 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,
The steps such as mechanical properties of rock test, test stope initial field stress, real-time monitoring mining stress field are carried out by field sampling,
Rock mass combined stress state can be obtained, and then evaluates rock stability, for prediction rock power calamity source provides foundation.
The method is comprised the following steps that：
(1) initial rock stress field test：Geostress survey is carried out in target area, test position and measuring point quantity can cover
Stope region to be evaluated, inverting obtains stope regional stress field Si(σ1, σ2, σ3)；
(2) mining stress field monitoring：Using mining induced stress monitoring device and system, being adopted with mining real-time monitoring should
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) be superimposed and obtain
Obtain recovery activity and cause the exploiting field combined stress C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi；
(4) mechanical properties of rock test：Rock is sampled in target area, carries out mechanical properties of rock triaxial test, obtained
Obtain internal friction angle θ, the cohesive strength c of rock sample；
(5) rock mass relative stress state representation：Combined stress Ci(σ1, σ2, σ3) characterize rock real-time stress state,
The Limiting strength obtained with laboratory is made comparisons, and calculates rock mass relative stress state Wr, as 0≤WrDuring ＜ 0.4, rock mass is steady
It is fixed；As 0.4≤WrDuring ＜ 0.6, rock mass is relatively stablized；As 0.6≤WrDuring ＜ 0.7, rock mass moderate stable；As 0.7≤WrDuring ＜ 0.8,
The relatively low stabilization of rock mass；As 0.8≤WrDuring ＜ 1.0, rock mass is unstable.
The inventive method principle is：Judge that it is relative with the rock boundary state of stress by parameter of stress state residing for rock mass
Relation, when its residing stress state, closer to the boundary state of stress, then rock stability is poorer.
Think that rock is to lose to carry under different direct stress and shear stress compound action with Mohr-Coulomb's strength theory
Ability, the intensity level of rock is unrelated with the size of intermediate principal stress.
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 effects；
The cohesive force (MPa) of c --- rock；
The internal friction angle (°) of θ --- rock.
Geometrical relationship figure according to Mohr's stress circle and strength envelope can be drawn as minimum principal stress σ3Determination when
Wait, according to geometrical relationship understand must existence anduniquess maximum principal stress peak value σfWith with minimum principal stress σ3The limit for being constituted should
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 Mohr's stress circle and the relation of 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, r1It is the Mohr's stress circle under a certain stress state
Radius, WrIt is the ratio between radius of stress circle under Mohr's stress circle under a certain stress state and limiting condition.
From geometrical relationship, WrSmaller, Mohr's circle gets over deviation intensity line, and rock is less susceptible to destroy；WrPhysics
Significance response be a kind of relative stress state, i.e. stress state and the boundary state of stress relation.WrValue is bigger, closer to pole
Limit state, stability is poorer.
Explanation：
Based on the parameter W that Mohr-Coulomb's criterion of strength is set uprCharacterize under a certain stress state principal stress close to limit shape
The degree of state.
Uniaxial compression：Work as σ3=σ2=0, σ1During ＞ 0, rock is in the case of uniaxial compression,
σfIt is the uniaxial compressive strength of rock.
Uniaxial tension：Work as σ3=σ2=0, σ1During ＜ 0, rock is in the case of uniaxial tension,
σfIt is the uniaxial tension test of rock.
Three dimension stress：Work as σ1＞ σ2＞ σ3During ＞ 0, rock is in the case of three dimension stress, 0≤Wr≤ 1, work as WrSaid when=0
Bright rock is in the force compresses situation such as three-dimensional, and no matter stress value is how high, and its state is stable；Work as WrWhen=1, stress state
Reached capacity state, in this case the lower least favorable of principal stress combination, and rock is destroyed；Work as WrDuring from 0 to 1 change, rock
From stable state to instability status transition, rock experience elastic stage, plastic stage, failure stage during this, due to rock material
The brittleness of material, when its closer to 1 when, under same disturbed conditions, the possibility that it is destroyed is bigger.
Stabilization：Rock is in stress primary stage and elastomeric deformable stage early stage, and destruction also needs to big external force effect, peace
Entirely, danger classes is minimum.
Relatively stablize：Rock is in the later stage in elastomeric deformable stage, and destruction needs larger external force effect, content to retain sovereignty over a part of the country complete, danger etc.
Level is relatively low.
Moderate stable：Rock is in elastomeric deformable and plasticity transition stage, and internal injury crackle starts to produce, partially dangerous,
Danger classes is medium.
Relatively low stabilization：Rock is in the deformation plasticity stage, and underbead crack rate of development is accelerated, and destruction needs less
External force is acted on, and higher danger, danger classes is higher.
It is unstable：Rock is in deformation plasticity and the critical slope langth stage, and underbead crack Rapid development insertion, destruction is needed
Less external force is wanted to act on, 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.
Above-mentioned technical proposal of the invention has the beneficial effect that：
The inventive method is simple and easy to apply, is obtained in that rock mass combined stress state, and then evaluates rock stability, is prediction
Rock power calamity source provides foundation.
Brief description of the drawings
Fig. 1 is the stability evaluation of rock mass method and step schematic flow sheet based on stope stress state of the invention；
Fig. 2 is Mohr's stress circle and stress state geometrical relationship figure in the present invention.
Specific embodiment
To make the technical problem to be solved in the present invention, technical scheme and advantage clearer, below in conjunction with accompanying 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, the method includes initial rock stress field survey, mining stress field monitoring, combined stress field computation, rock power
The steps such as property test and rock mass relative stress state representation are learned, the method principle is：
Itself and rock boundary state of stress relativeness are judged by parameter of stress state residing for rock mass, when its residing stress
Then rock stability is poorer closer to the boundary state of stress for state.
Think that rock is to lose to carry under different direct stress and shear stress compound action with Mohr-Coulomb's strength theory
Ability, the intensity level of rock is unrelated with the size of intermediate principal stress.
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 effects；
The cohesive force (MPa) of c --- rock；
The internal friction angle (°) of θ --- rock.
Mohr's stress circle according to Fig. 2 can be drawn as minimum principal stress σ with the geometrical relationship figure of strength envelope3
When determination, according to geometrical relationship understand must existence anduniquess maximum principal stress peak value σfWith with minimum principal stress σ3Constituted
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 Mohr's stress circle and the relation of 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, r1It is the Mohr's stress circle under a certain stress state
Radius, WrIt is the ratio between radius of stress circle under Mohr's stress circle under a certain stress state and limiting condition.
From geometrical relationship, WrSmaller, Mohr's circle gets over deviation intensity line, and rock is less susceptible to destroy；WrPhysics
Significance response be a kind of relative stress state, i.e. stress state and the boundary state of stress relation.WrValue is bigger, closer to pole
Limit state, stability is poorer.
Explanation：
Based on the parameter W that Mohr-Coulomb's criterion of strength is set uprCharacterize under a certain stress state principal stress close to limit shape
The degree of state.
Uniaxial compression：Work as σ3=σ2=0, σ1During ＞ 0, rock is in the case of uniaxial compression,
σfIt is the uniaxial compressive strength of rock.
Uniaxial tension：Work as σ3=σ2=0, σ1During ＜ 0, rock is in the case of uniaxial tension,
σfIt is the uniaxial tension test of rock.
Three dimension stress：Work as σ1＞ σ2＞ σ3During ＞ 0, rock is in the case of three dimension stress, 0≤Wr≤ 1, work as WrSaid when=0
Bright rock is in the force compresses situation such as three-dimensional, and no matter stress value is how high, and its state is stable；Work as WrWhen=1, stress state
Reached capacity state, in this case the lower least favorable of principal stress combination, and rock is destroyed；Work as WrDuring from 0 to 1 change, rock
From stable state to instability status transition, rock experience elastic stage, plastic stage, failure stage during this, due to rock material
The brittleness of material, when its closer to 1 when, under same disturbed conditions, the possibility that it is destroyed is bigger.
The rock stability grade classification table of table 1
It is unfolded as follows in specific implementation process：
(1) initial rock stress field test.Geostress survey is carried out in target area, test position and measuring point quantity can cover
Stope region to be evaluated, inverting obtains stope regional stress field Si(σ1, σ2, σ3)。
(2) mining stress field monitoring.Using ripe 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) be superimposed and obtain
Obtain recovery activity and cause the exploiting field combined stress C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi。
(4) mechanical properties of rock test.Rock is sampled in target area, carries out mechanical properties of rock triaxial test, obtained
Obtain internal friction angle θ, the cohesive strength c of rock sample.
(5) rock mass relative stress state representation.According to the σ that live detecting earth stress is obtained3σ is tried to achieve using formula (2)f；By
Formula (3) tries to achieve Wr；According to table 1, by the W being calculatedσValue, judges the stable state residing for rock mass.
The above is the preferred embodiment of the present invention, it is noted that for those skilled in the art
For, on the premise of principle of the present invention is not departed from, some improvements and modifications can also be made, these improvements and modifications
Should be regarded as protection scope of the present invention.
Claims (2)
1. a kind of stability evaluation of rock mass method based on stope stress state, it is characterised in that：Comprise the following steps that：
(1) initial rock stress field test：Geostress survey is carried out in target area, test position and measuring point quantity can cover to be evaluated
Valency stope region, inverting obtains stope regional stress field Si(σ1, σ2, σ3)；
(2) mining stress field monitoring：Using mining induced stress monitoring device and system, 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 C after stope Stress reliefi(σ1, σ2, σ3)=Si+Mi；
(4) mechanical properties of rock test：Rock is sampled in target area, carries out mechanical properties of rock triaxial test, obtain rock
The internal friction angle θ of sample, cohesive strength c；
(5) rock mass relative stress state representation：Combined stress Ci(σ1, σ2, σ3) characterize rock real-time stress state, with experiment
The Limiting strength that room obtains is made comparisons, and calculates rock mass relative stress state Wr, as 0≤WrDuring ＜ 0.4, Rock Slide Stability；When
0.4≤WrDuring ＜ 0.6, rock mass is relatively stablized；As 0.6≤WrDuring ＜ 0.7, rock mass moderate stable；As 0.7≤WrDuring ＜ 0.8, rock mass
Relatively low stabilization；As 0.8≤WrDuring ＜ 1.0, rock mass is unstable.
2. the stability evaluation of rock mass method based on stope stress state according to claim 1, it is characterised in that：It is described
W in step (5)rComputing formula be：
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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN109682946A (en) * | 2018-12-24 | 2019-04-26 | 江西理工大学 | Metallic ore covers the method for discrimination of rock stability potential energy under a kind of artificial ore pillar supporting |
| CN111220449A (en) * | 2020-03-03 | 2020-06-02 | 中国矿业大学(北京) | Method for analyzing stability of roadway |
| CN111351704A (en) * | 2018-12-05 | 2020-06-30 | 重庆大学 | Dynamic effect simulation experiment method for composite dynamic disaster of deep mining mine |
| CN112525685A (en) * | 2020-11-23 | 2021-03-19 | 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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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
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| 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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