CN106442174A - True triaxial test method for simulating shearing type rock burst - Google Patents
True triaxial test method for simulating shearing type rock burst Download PDFInfo
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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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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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
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
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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
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
- G01N3/068—Special adaptations of indicating or recording means with optical indicating or recording means
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- 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
- G01N2203/0025—Shearing
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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
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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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
- G01N2203/0058—Kind of property studied
- G01N2203/006—Crack, flaws, fracture or rupture
- G01N2203/0062—Crack or flaws
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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
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
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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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
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- G01N2203/0676—Force, weight, load, energy, speed or acceleration
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Abstract
The invention discloses a true triaxial test method for simulating shearing type rock burst. In the method, a true triaxial loading path and boundary condition characterized in that a single surface is free and five surfaces are stressed is adopted, a test piece with a large size is adopted, a certain three-dimensional load is applied, a loading rate of one direction is controlled, and a cuboid rock sample of which the single side is free under a three-dimensional compression stress state is used for simulating a special mechanical behavior of a field surrounding rock representativeness rock unit in a tangential stress centralization process. When the method is adopted, an inoculation and generation overall process of the shearing type rock burst can reappear in a laboratory, the problem that a traditional indoor test method cannot reasonably simulate the shearing type rock burst under a complex stress condition is solved, and the true triaxial test method has important practical significance and academic value for the mechanism and prediction studies of the type of rock burst.
Description
Technical field
The invention belongs to rock mechanics experiment research field, more particularly, to a kind of true triaxial test of simulation shearing-type rock burst
Method.
Background technology
In recent years, the fast development in the field such as mining, water conservancy, traffic, nuclear waste disposal makes Underground Engineering Excavation depth
Constantly expand with scale, border is excavated in the crustal stress induction constantly raising therewith, and nearby country rock frequently occurs rock burst hazard.Rock burst
During referring to deep Underground Engineering Excavation, radially (perpendicular to excavating border) Stress Release, tangential (parallel to excavate border and
Vertical hole axle) stress constantly concentrates, and excavates the border ejection breakoff phenomenon that nearby hard fragility country rock occurs in the range of certain depth.
Because there is unexpected and underground engineering limited space, rock burst often results in the heavy damage of casualties, device damage and excavation face.
As on November 28th, 2009 Jinping hydropower station construction of Diversion Tunnels scupper occurs strong rock burst on active, quick-fried hole depth reaches 8～9m,
Longitudinal extent about 30m, the nearly kilostere of quick-fried side's total amount, support system total waster, TBM equipment is buried, girder fracture, 7 works
People is wrecked, and 1 people is injured.Inner and exterior conditions due to breeding generation are complicated, and rock burst mechanism is still not very clear, it has also become rock power
Learn a difficult problem urgently to be resolved hurrily with engineering field, carry out simulation laboratory test research in the urgent need to system.
The mechanical mechanism being formed according to rock burst hole, rock burst can be divided into tension type and shearing-type rock burst.Occur with top layer country rock
After rock beam splitting rock beam snap destroy and the tension type rock burst that leads to (rock burst hole is in " shallow-pit type ", and rock burst chip is main
Plate-shaped) different, shearing-type rock burst often occurs with the sliding of cutting off of depths, and the huge rock block piece ejection of the scale of construction is dished out, quick-fried
Hole is in " V " type or " deep socket type ", and rock burst chip is in mainly bulk, destroys more fierce.Shearing-type rock burst refers to deep underground
After the more complete firmly crisp rock excavation of engineering, stresses re-distribution makes the circumferential compressive force of local country rock be gradually increased, and top layer is enclosed
Rock is caused tensioning to act on because of losing of hole footpath direction stress by pressure, and depths country rock is subject to by three-dimensional because of the presence of hole footpath direction stress
Pressure acts on, and when circumferential compressive force exceedes the ultimate bearing capacity of deep rock mass, heavily stressed rock mass occurs suddenly shearing slip to lead to
The significant incentive geological disaster phenomenon that a large amount of rock block piece ejections are dished out.
Currently, in engineering practice, the reasonable prediction of shearing-type rock burst is more difficult, and prediction level is difficult to meet engineering practice
Require, basic reason is that the influence factor of shearing-type rock burst is many, mechanism high complexity.
Indoor rock burst test is the important means of rock burst Mechanism Study.Current rock burst experimental study is concerned only with cavern mostly
Excavate the unstable failure of boundary country rock, and simulate rock burst by the unloading test that adds of single shaft, twin shaft, normal triaxial and true triaxial
Stress state.Substantial amounts of field investigation and economics analysis show, shearing-type rock burst is multiple to be born in an excavation border depthkeeping nearby
In the range of degree, cut off sliding along with depths, and usually substantially lag behind excavation, occur after radial stress off-load, tangential
During stress is constantly concentrated, belong to the category loading rock burst.After cavern excavation, excavate in the range of certain depth near border
Rock mass is subject to multiple stress collective effects such as tangential direct stress, hole axial normal stress, radial normal stress and surface shearing stress,
It is in the special true triaxial stress state that one side faces sky, five face stress.Meanwhile, under large ground pressure, especially large and small master should
When power differs greatly, excavating boundary radial stress is zero, drastically raises away from excavating border radial stress, excavates near border
In the range of certain depth, radial stress is in obvious Gradient distribution.Therefore, the special true triaxial side of sky, five face stress is faced using one side
Formula carries out load test, and considers the Gradient distribution of radial stress, can truly the rock burst of simulated field shearing-type breed generation
Environment.
Traditional true triaxial rockburst test does not consider the impact of the radial stress of the Gradient distribution, (simulation of specimen thickness direction
The radial direction of tunnel) less, test is difficult to the stress condition that simulated field excavates rock mass in the range of certain depth near border,
The Gradient distribution of particularly radial stress.Meanwhile, the ejection of small-size test piece destroys and is difficult to assume live certain depth scope
Shearing-type rock burst destroys, and is not easy to observational record.Being capable of preferably excavation simulation border nearby using more large scale test specimen
The stress of country rock and boundary condition in the range of depthkeeping degree, assume rock mass radially different rupture failure opportunity and pattern, to take off
That shows shearing-type rock burst breeds mechanism.
In sum, the current laboratory test excavating the shearing-type rock burst in the range of certain depth near border is simulated not yet
See and can use for reference method.The present invention proposes a kind of true triaxial test method of simulation shearing-type rock burst, by the rock sample of large-size
Load and reproduce the shearing process of rock-burst leading to because cavern's circumferential compressive force concentrates indoors, be that the research of this type Mechanism of Rockburst Occurred carries
For a kind of technological means of practicability and effectiveness.
Content of the invention
It is an object of the invention to provide a kind of true triaxial test method of simulation shearing-type rock burst.
The technical scheme that the present invention solves above-mentioned technical problem is as follows：
A kind of true triaxial test method of simulation shearing-type rock burst, comprises the steps：
Step 1：According to the loading environment of testing machine, simulated object there is environment, intensity property of plan rock etc. really
Determine the physical dimension of test specimen, and make the rock sample meeting required precision.
Step 2：Stress with reference to live country rock and boundary condition, face the special true triaxial of sky, five face stress using one side
Load mode, and consider test effect, selected confined pressure level and loading speed and control mode.
Step 3：Vertically it is further applied load with horizontal axis to test specimen, the circumference stress of simulation tunnel, tunnel are indulged respectively simultaneously
Direction of principal axis stress, keeps horizontal radial one side freely, and is further applied load then to another side, formed after simulation tunnel excavation from
Radial stress by border and radially Gradient distribution.
Step 4：Horizontal axis and horizontal radial (one side) stop loading and keeping load constant after reaching specified load, erect
The control mode of Xiang Yili or displacement, persistently loaded using suitable loading speed, be loaded onto and stop loading after test specimen destroys.
Step 5：In vertical loading procedure, using measuring instruments such as deformation, stress, acoustic emissions, process of the test is monitored
Record, monitors the breakoff phenomenon of rock sample free face using high-speed camera.
Step 6：Test data arranges and analysis.
The test specimen of above-mentioned steps 1 is the Representative Volume Element of the hard fragility country rock with good integrity, specifically adopt 200 ×
100 × 100mm or larger sized cuboid sillar, such as granite, griotte etc., machining accuracy strictly presses International Rock mechanics
Association criterion.
The one side of above-mentioned steps 2 faces sky, the special true triaxial of five face stress loads mainly by preservation between test specimen and fixture
Friction or shear stress realize, belong to the loading of the non-principal stress space, can the true neighbouring certain depth scope in excavation simulation border
The stress of interior rock mass and constraint.
Above-mentioned steps 3, the horizontal axis stress of step 4 and horizontal radial stress (gradient) choose relatively large value, particularly
Horizontal radial stress (gradient)；The continuation of vertical stress loads Bit andits control or Stress Control using improved strain rate.Specifically
Ground, for 200 × 100 × 100mm test specimen, loading stress rate should control in more than 0.5MPa/s, or is loaded with Bit andits control
When, loading speed should be arranged on more than 0.1mm/min.
The horizontal axis stress of above-mentioned steps 3 and horizontal radial stress (gradient) choose relatively large value, particularly horizontal footpath
To stress (gradient)；The continuation of vertical stress loads Bit andits control or Stress Control using improved strain rate.Specifically, for
200 × 100 × 100mm test specimen, loading stress rate should control in more than 0.5MPa/s, or when being loaded with Bit andits control, loads
Speed should be arranged on more than 0.1mm/min.
The process of the test monitoring record of above-mentioned steps 5 adopts testing machine to control and acquisition system record test specimen stress-strain
Feature, using the physical signalling in acoustic emission, recording pen, decibel instrument record process of the test, using videocorder record process of the test
Image, using the fragment ejection process near the high-speed camera record rock burst moment test specimen scope of freedom and right after off-test
Test specimen carries out comprehensive taking pictures.
The test data of above-mentioned steps 6 arranges and analysis, using monitoring in process of the test and the rock of record stress with
The information such as deformation, crackle are developed, power ejection, and combine the form of sample and broken sillar etc., shearing-type rock burst was occurred
In journey, deformation spy's characteristic of rock, fracture damage growth, failure mode and kinetic energy release rule are analyzed comprehensively.Wherein special
, follow the trail of the flight path launching sillar in high-speed camera using professional image analysis software, its ejection speed is calculated in a pacing of going forward side by side
Degree, finally can go out the kinetic energy that rock burst ejection destroys by statistical estimation.
Advantages of the present invention and good effect：
1. shearing-type rock burst destructive process can be reproduced indoors, be that the mechanism of shearing-type rock burst has been provided with predictive study
The research technique of power.
2. can truly simulate shearing-type rock burst and breed generation environment.The inventive method faces the spy of sky, five face stress in one side
Under different true triaxial stress state, development loads rock burst test, country rock in the range of certain depth near true simulation tunnel excavation border
Body is affected by excavation, and radial stress discharges, stress and constraints that tangential stress is constantly concentrated, and the footpath that depths is significantly raised
To stress.The breakoff phenomenon of shearing-type rock burst test implemented using the inventive method and live shearing-type rock burst breakoff phenomenon base
This is identical, and the destructive characteristics of test specimen are more identical with field condition with pattern.
3. can disclose and excavate the border destructive characteristics of different depth country rock and pattern nearby.The inventive method adopts relatively large
The rock sample of size, especially radially thickness is larger, and the destruction that simulated field radially different depth country rock is capable of in test is special
Levy and pattern, can more truly reproduce the live rock burst that top layer country rock occurs cleavage fracture and deep-level country rock generation failure by shear
Journey.
4. can achieve the explication de texte of shearing-type rock burst destructive process.The inventive method answering to the rock in process of rock-burst
The information such as power and deformation, crackle are developed, power ejection or phenomenon carry out detailed monitoring and record, and the deformation that can obtain rock is special
Property, fracture damage develops and kinetic energy release rule etc..
The true triaxial test method that the present invention simulates shearing-type rock burst differs markedly from traditional uniaxial compression, normal triaxial
The materials mechanics experimental method of the small size rock sample based on the principal stress space such as compression and true triaxial compression, overcomes said method
It is unable to shearing-type rock burst under the conditions of feasible simulation three-dimensional stress and its limitation of ejection process, be the mechanism of shearing-type rock burst
Experimental study provide strong support, there is important scientific and engineering meaning to scientific research and engineering practice.
Brief description
Fig. 1 is the stress state schematic diagram of rock mass in the range of certain depth near cavern excavation border of the present invention.
Fig. 2 is that one side of the present invention faces sky, the special true triaxial of five face stress loads schematic diagram.
Fig. 3 is present invention test load path figure.
Fig. 4 is the destructive process figure that test specimen is tested in shearing-type rock burst of the present invention.
Fig. 5 is the quick-fried hole aspect graph of shearing-type rock burst of the present invention.
Specific embodiment
The invention will be further described with specific embodiments below in conjunction with the accompanying drawings.It should be noted that reality described herein
The scheme of applying is served only for illustrating, and is not intended to limit the present invention.
After the underground cavern excavation of deep, in the range of certain depth near border, the stress state of rock mass is as shown in Figure 1.This
Bright adopt that one side faces sky, the true triaxial mode of five face stress loads to simulate above-mentioned stress state, as shown in Figure 2.Wherein, vertically
Stress σzSimulated field tangential stress σθ, level is to stress σxSimulated field hole axial stress σa, level is to stress σySimulated field
Radial stress (distribution) σr.With reference to the redistribution process of stress under digging in-situ disturbance, formulate and adopt the test shown in Fig. 3 to add
Carry path.From the hard brittle rock test specimen with good integrity, such as granite, griotte etc. are country rock Representative Volume Element,
Concrete using long by 200 (high, vertically z) × 100 (wide, horizontally x) × 100 (thick, horizontally y) mm or larger sized
Cuboid rock sample.
The present invention utilize true triaxial rockburst pilot system carry out shearing-type rock burst simulation, this system include rock burst testing machine,
Hydraulic power system, control system, high-speed camera, Acoustic radiating instrument, decibel instrument, digital video recorder etc..Wherein, rock burst testing machine
It is that high pressure servo moves the Real three-axile press (patent No.：ZL 2,014 20227384.6), main frame adopts integral frame structure, vertically
Z is not less than 9000kN/mm to frame stiffness, and horizontal x, y are not less than 5000kN/mm to frame stiffness；Testing machine can x to and z
Independently add static load to unidirectional, independently add static load in y to for two-way, load and cut somebody's hair by Full-digital servo controller respectively using rigidity
Independent control；Testing machine z is 5000kN to maximum load static pressure, and x is 3000kN to y to maximum load static pressure.Borrow
Loads fixture is helped to provide clamping and rub, testing machine can achieve that one side faces sky, the special true triaxial stress state of five face stress adds
Carry.
The true triaxial test method specific implementation step of simulation shearing-type rock burst：
Step 1：Make rock sample.From complete large rock mass body, cutting is slightly larger than (beyond 1～2mm) standard size
Cuboid test specimen, according to each surface irregularity degree be not more than ± 0.02mm, adjacent two surface perpendicularity deviations be not more than ±
Finely polished for 0.25 °.The physical and mechanical parameters such as the quality of measurement test specimen, ultrasonic velocity.
Step 2：Test specimen and loads fixture are installed.Assembling test specimen and five face loads fixtures are overall (Fig. 2), and install the most pure virginity three
Shaft experiment machine correspond to loading position, adjust and guarantee each to load centering, subsequently around fixture arrangement acoustic emission probe and
LVDT deformation gauge.
Step 3：Test prestrain.First vertical z is cut somebody's hair to loading and fit with loads fixture, and load σzTo 2MPa (i.e.
20kN), with the speed of 2mm/min；Subsequently horizontal x is cut somebody's hair to loading and fit with loads fixture, and load σxTo 0.5MPa (i.e.
10kN), equally with the speed of 2mm/min；Finally by horizontal y to loading cut somebody's hair (one side) fit with loads fixture.
Step 4：Test loads.Loaded according to stress path shown in Fig. 3.First, σ is loaded using Stress ControlzAnd
σx, with 0.5～1.0MPa/s；Stress Control is subsequently adopted to load σy(one side), with 0.1～0.5MPa/s；Last σxAnd σyReach
Stop after specified load loading and keeping load constant, continue to load σ with improved strain speedzRock burst is occurred to destroy to test specimen,
Off-test.Specifically, for 200 × 100 × 100mm test specimen, σzSubsequent load speed should control in more than 0.5MPa/s,
Or when being loaded with Bit andits control, loading speed should be arranged on more than 0.1mm/min.
Step 5：Test monitoring and record.In process of the test, using testing machine control and acquisition system record test specimen stress-
Strain characteristics, using the physical signalling in acoustic emission, recording pen, decibel instrument record process of the test, using the test of videocorder record
Process image, using the fragment ejection process near the high-speed camera record rock burst moment test specimen scope of freedom, and in off-test
Afterwards comprehensive taking pictures is carried out to test specimen.
Step 6：Test data arranges and analysis.Using in process of the test monitoring with record rock stress with deformation,
The information such as crackle is developed, power ejection, and combine the form of sample and broken sillar etc., to rock in shearing-type rock burst generating process
The deformation characteristic of stone, fracture damage growth, failure mode and kinetic energy release rule etc. are analyzed comprehensively.Wherein special, profit
Follow the trail of the flight path launching sillar in high-speed camera with professional image analysis software, its ejection speed is calculated in a pacing of going forward side by side, can
Final statistical estimation goes out the kinetic energy that rock burst ejection destroys.
Type testing case.Adopt back more complete from the 2500m of Sichuan Province's Jinping hydropower station diversion tunnel buries
Griotte sillar, make physical dimension be 200 × 100 × 100mm cuboid griotte test specimen；Set x direction stress as
40MPa, y direction (one side) stress is 10MPa；Correct installation test specimen and loads fixture, and complete prestrain；Take Stress Control
0.5MPa/s, loads σzAnd σx, and subsequently adopt Stress Control 0.2MPa/s, load σy(one side)；σxReach 40MPa, σyReach
Stop loading and keeping load respectively after 10MPa, continue to load σz, with Stress Control, speed is 1MPa/s；The free face of sample
Particle bounce occurs in succession, cleaves into plate, shearing in bulk, block piece ejection, so far terminate to test.Arrange and analyze test data bag
The stress-strain data that includes, acoustic emission data, high-speed image etc..High-speed camera record rock burst destructive process as shown in figure 4,
Test specimen rupture failure form after rock burst is as shown in Figure 5.The therefrom quick-fried shearing slip band cheated with deep layer in visible V-type top layer.
It can be seen that, technical scheme achieves the reasonable laboratory test simulation of shearing-type rock burst.
The preferable and typical specific embodiments of technical scheme of the present invention, the only present invention, but the protection of the present invention
Scope is not limited thereto, any variations and alternatives based on the present invention, all should be included within the scope of the present invention.Cause
This, protection scope of the present invention should be defined by the protection domain of claims.
Claims (6)
1. a kind of simulation shearing-type rock burst true triaxial test method it is characterised in that：Comprise the following steps：
Step 1：Test specimen is determined according to the loading environment of testing machine, the intensity property that environment, plan rock occur of simulated object
Physical dimension, and make the rock sample meeting required precision；
Step 2：Stress according to country rock live after the underground cavern excavation of deep and boundary condition, face sky using one side, five faces are subject to
The special true triaxial load mode of power, and consider test effect, selected confined pressure level, using suitable loading speed and controlling party
Formula；
Step 3：Vertically it is further applied load with horizontal axis to test specimen, the tangential and hole axial stress of simulated field, protects respectively simultaneously
Hold horizontal radial one side freely, and be further applied load then to another side, simulated field excavates the free boundary being formed and radially
The radial stress of Gradient distribution；
Step 4：Horizontal axis and horizontal radial one side stop loading and keeping load constant after reaching specified load, vertically take
The speed of design and control mode continue to load up to test specimen destruction；
Step 5：Process of the test is monitored record using deformation, stress, acoustic emission, high-speed camera measuring instrument；
Step 6：Test data arranges and analysis.
2. according to claim 1 simulation shearing-type rock burst true triaxial test method it is characterised in that：Described step 1
Rock sample be the hard fragility country rock with good integrity Representative Volume Element, specifically adopt 200 × 100 × 100mm or
Larger sized cuboid sillar, such as granite, griotte etc., machining accuracy strictly presses International Rock mechanics association criterion.
3. according to claim 1 simulation shearing-type rock burst true triaxial test method it is characterised in that：Described step 2
One side face sky, the special true triaxial of five face stress loads and realizes by the friction of preservation between test specimen and fixture or shear stress, belong to
In the loading of the non-principal stress space, can the truly excavation simulation border stress of rock mass and constraint in the range of certain depth nearby.
4. according to claim 1 simulation shearing-type rock burst true triaxial test method it is characterised in that：Described step 3,
The horizontal axis stress of step 4 and horizontal radial stress gradient choose relatively large value, particularly horizontal radial stress gradient；Vertically
The continuation of stress loads Bit andits control or Stress Control using improved strain rate.
5. according to claim 1 simulation shearing-type rock burst true triaxial test method it is characterised in that：Described step 5
Process of the test monitoring record adopt testing machine control and acquisition system record test specimen stress-strain characteristic, using acoustic emission, record
Physical signalling in sound pen, decibel instrument record process of the test, using digital VTR record process of the test image, is taken the photograph using high speed
Fragment ejection process near the camera record rock burst moment test specimen scope of freedom, and after off-test, comprehensive bat is carried out to test specimen
According to.
6. according to claim 1 simulation shearing-type rock burst true triaxial test method it is characterised in that：Described step 6
Test data arrange with analysis, using in process of the test monitoring with record rock stress with deformation, crackle develop, power
Information such as ejection, and combine the form of sample and broken sillar, to deformation spy's characteristic of rock in shearing-type rock burst generating process,
Fracture damage growth, failure mode and kinetic energy release rule etc. are analyzed comprehensively.Wherein special, using professional image analysing computers
The flight path launching sillar in high-speed camera followed the trail of by software, and a pacing of going forward side by side is calculated its ejection speed, can finally statistical estimation be gone out
The kinetic energy that rock burst ejection destroys.
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