CN108614035B - The pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst - Google Patents
The pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst Download PDFInfo
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- CN108614035B CN108614035B CN201810245454.3A CN201810245454A CN108614035B CN 108614035 B CN108614035 B CN 108614035B CN 201810245454 A CN201810245454 A CN 201810245454A CN 108614035 B CN108614035 B CN 108614035B
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- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
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Abstract
The invention discloses a kind of pregnant calamity Risk Identification Methods of great burying cavern hard rock rock burst, pass through detecting earth stress in situ；Cylindrical rock sample is drilled through at detecting earth stress position；Ultrasonic flaw detection signal is issued to cylindrical rock sample using multiple path ultrasonic flaw detector, the hard rock for calculating three kinds of states plays resistance to spalling σci j(j=1,2,3)；Equivalent resistance to spalling σ is calculated using very poor principleci *；By the rock strength stress axis of self-weight stress field and tectonic stress off field and equivalent resistance to spalling σci *It is compared, deep cavern hard rock rock burst hazard grade is assessed.This method is comprehensive to be realized using live detecting earth stress, indoor uniaxial compression test and ultrasonic wave and sound emission coupled system, the rock stress intensity ratio of equivalent resistance to spalling of hard rock can effectively be obtained, it solves the optimization problem of the grade assessment and prevention and control measure of the estimation of stability, hard rock rock burst hazard of deep cavern, provides further technical support to improve the optimization of monolithic stability and rock burst hazard prevention and control measure of deep cavern.
Description
Technical field
The present invention relates to technical field of geological exploration, in particular to a kind of pregnant calamity risk identification of great burying cavern hard rock rock burst
Method, the optimization suitable for great burying cavern rock burst hazard risk identification and prevention and control measure based on hard brittle rock.
Background technique
Rock burst is a kind of complicated power catastrophic rupture most commonly seen in the construction of High Ground Stress Areas underground rock project.From hair
From the point of view of the raw time, rock burst is divided into instant type rock burst and time lag type rock burst.According to the condition and mechanism of generation, rock burst, which can be divided into, is answered
Modification rock burst, strain-structural plane slide type rock burst and fracture slide type rock burst.Rule and machine are bred in these different type rock bursts
System is still unintelligible, this brings great uncertainty to the prediction of rock burst and dynamic regulation.Engineering practice shows: rock burst destroys
Production and the life security of staff are seriously affected, huge economic loss is caused, has become underground rock and rock
The global problem of stone mechanics field.As the exploitation of subterranean resource and underground installation are gradually to deep propulsion, Rock-burst is also got over
More to protrude.For the Rockburst Problem in hard brittle rock under the effect of deep cavern engineering high-ground stress, rock burst calamity is carried out in a deep going way
Harmful pregnant calamity mechanism analysis and risk identification research, effective prevention and control for rock burst hazard and the safety for ensuring deep cavern engineering
Construction is of great significance and higher engineering application value.
A large amount of engineering practices show that the generation of rock burst is mainly that the stress as caused by the excavation of underground deep rock mass divides again
What cloth determined, preparation process is since the rupture of rock mass, and therefore, geological mapping technology, is based on crustal stress detection technique
The tremendous development of the technologies such as rock mechanics theory method and laboratory test, makes it possible the identification of the pregnant calamity risk of rock burst.So
And existing evaluation index largely uses empirical method, the magnitude of each index is the boundary value of a certain fixed numbers or determination, right
In the deep cavern engineering that environmental effect and lithologic character are complicated and changeable, it cannot rationally reflect lithology, rock mass structure and extraneous item
Influence of the part to rock burst hazard.For the deep cavern engineering under different condition, how to be surveyed using easy laboratory test, scene
Examination and economics analysis, accurately and reliably identify deep cavern hard rock rock burst hazard risk, are that the key technology of urgent need to resolve is asked
Topic.
Summary of the invention
The technical problem to be solved by the present invention is in view of the above problems, providing a kind of great burying cavern hard rock rock
Quick-fried pregnant calamity Risk Identification Method, form is simple, explicit physical meaning, index easily obtain, and more can accurately and reliably identify
Deep cavern hard rock rock burst hazard risk out provides to improve the optimization of monolithic stability and rock burst prevention and control measure of deep cavern
Technical support.
In order to achieve the above objectives, a kind of pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst that the present invention refers to,
It is characterized in that, described method includes following steps:
Step 1: carrying out detecting earth stress in situ in prospecting adit at the construction field (site), it is flat to obtain section part stress tensor master
Maximum lateral pressure coefficient λ and maximum principal stress value σ in situ on face0max, as λ≤1, the ambient stress of underground chamber is self weight
Stress field, the ambient stress of underground chamber is tectonic stress field when λ > 1；
Step 2: in the core-drilling of detecting earth stress position, core being processed into cylindrical rock sample in time；
Step 3: ultrasonic flaw detection signal being issued to the cylindrical rock sample using multiple path ultrasonic flaw detector, acquires rock
Rock sample sound wave longitudinal direction velocity of wave ν before sample compression testp1, the real-time sound emission shock number for acquiring and recording in rock sample compression process,
Sound wave longitudinal direction velocity of wave νp2And rock sample axial stress σ 'o, axial variable force, hoop strain and bulk strain, rock bullet is calculated
Property modulus E, Poisson's ratio μ, saturation uniaxial compressive strength σc；
Step 4: the hard rock for calculating three kinds of states plays resistance to spalling σci j(j=1,2,3), σci jIt (j=1,2,3) include based on hair
The hard rock for penetrating result acquisition plays resistance to spalling σci 1, based on relative volume crackle strain obtain hard rock rise resistance to spalling σci 2, based on super
The hard rock that sonic flaw detection result obtains plays resistance to spalling σci 3；
Step 5: calculating equivalent resistance to spalling σ using very poor principleci *:
According toWhenWhen,WhenWhen, remove and deviates maximum value, σci *Access value closest to two σci jIt is worth sum
Half, whereinIt is that hard rock plays resistance to spalling σci jThe mean value of (j=1,2,3), max (σci j) it is that hard rock plays resistance to spalling σci j(j=1,
2,3) maximum value in, min (σci j) it is that hard rock plays resistance to spalling σci j(j=1,2,3) minimum value in；
Step 6: the rock strength of self-weight stress field or tectonic stress off field is calculated according to the ambient stress of underground chamber
Stress axis
Step 7: using rock strength stress axisWith equivalent resistance to spalling σci *Into
Row compares, and works as SSR > σci *, rock burst hazard can occur for country rock, and otherwise rock burst hazard will not occur for country rock, thus hard to deep cavern
The pregnant the condition of a disaster condition of rock rock burst is identified.
Preferably, in the step 1, the original position detecting earth stress passes through detecting earth stress instrument using stress relief method
It realizes, detecting earth stress instrument is hollow inclusion triaxial strain gauges.
Preferably, in the step 2, the axial and live maximum stress direction deviation angle of the drilling of core-drilling≤
5°。
Preferably, in the step 3, the uniaxial compression test is realized by uniaxial compression instrument, the uniaxial compression instrument
For servo rigidity testing machine.
Preferably, resistance to spalling σ is played based on the hard rock that emission results obtain in the step 4ci 1Preparation method are as follows: foundation
Test result, which is drawn, tests sound emission shock number-axial stress-time plot, obtains sound emission and hits that digital display work increases
The corresponding axial stress of point as plays resistance to spalling σ based on the hard rock that emission results obtainci 1。
Preferably, the hard rock obtained in the step 4 based on the strain of relative volume crackle plays resistance to spalling σci 2Preparation method
Are as follows: test relative volume crackle strain-axial strain-axial stress curve is drawn according to test result, relative volume is obtained and splits
Line strains the corresponding axial stress in reversed growth point, and the hard rock as obtained based on the strain of volume crackle plays resistance to spalling σci 2。
Preferably, resistance to spalling σ is played based on the hard rock that ultrasonic examination result obtains in the step 4ci 3Preparation method
Are as follows: damage of rock degree-axial stress curve is drawn according to test result, obtains terminal corresponding axial direction when damage of rock degree is zero
Stress as plays resistance to spalling σ based on the hard rock that ultrasonic examination result obtainsci 3。
Preferably, it is strained according to relative volume crackleIn conjunction with the axial strain and axial stress obtained in compression process,
Draw test relative volume crackle strain-axial strain-axial stress curve, the strain of relative volume crackle It is strained for volume crackle, byIt calculates and obtains,For volume crackle
Strain maximum value.
Preferably, damage of rock degree-axial stress curve, damage of rock degree D=1- (v are drawn according to damage of rock degree Dp2/
vp1)2。
Compared with prior art, a kind of pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst proposed by the present invention, can
It accurately and reliably identifies the pregnant calamity risk of deep cavern rock burst, works as SSR > σci *When, rock burst hazard can occur for country rock；Otherwise country rock
Rock burst hazard will not occur, thus for improve deep cavern monolithic stability and rock burst hazard prevention and control measure optimization provide into
The technical support of one step.Hole section by that deep cavern may occur rock burst prejudges, and adopts to the hole section that rock burst occurs
Corresponding prevention and control measure is taken, can not only improve construction efficiency significantly, but also greatly reduces the injures and deaths and wealth of operating personnel
Produce the risk of loss.
Detailed description of the invention
Fig. 1 is the flow chart of hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern of the present invention.
Fig. 2 is stress-strain, the axial strain (ε in the present invention under hard rock uniaxial test1)-bulk strain (εv) curve
Figure.
Fig. 3 is that the AE in the present invention under hard rock uniaxial test hits number-axial stress-time plot.
Fig. 4 is the damage of rock degree under hard rock uniaxial test in the present invention with stress changing curve figure.
Specific embodiment
The present invention is described in further detail with reference to the accompanying drawings and embodiments, but the embodiment should not be construed as pair
Limitation of the invention.
As shown in Figure 1, a kind of implementation steps of the pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst of the present invention are as follows:
Step 1: choosing typical section in prospecting adit at the construction field (site) and carry out detecting earth stress in situ, crustal stress in this example
Test equipment is hollow inclusion triaxial strain gauges, obtains the maximum lateral pressure system on the section part stress tensor principal plane
Number λ and maximum principal stress value σ in situ0max, as λ≤1, the ambient stress of underground chamber is self-weight stress field, Underground Tunnels when λ > 1
The ambient stress of room is tectonic stress field.
Step 2: in the core-drilling of detecting earth stress position, core being processed into cylindrical rock sample in time.It is answered in step 1 ground
Power test position core-drilling nearby, it is ensured that drilling is axial and the maximum stress direction deviation angle in scene is within 5 °, and will
Core be processed into diameter and height compare the cylindrical rock sample cylinder rock sample for 1:2, such as cylinder rock sample diameter be 50mm,
Height is 100mm, and ensures the integrality and homogenieity of rock sample.
Step 3: ultrasonic flaw detection signal being issued to the cylindrical rock sample using multiple path ultrasonic flaw detector, acquires rock
Rock sample sound wave longitudinal direction velocity of wave ν before sample compression testp1, the real-time sound emission shock number for acquiring and recording in rock sample compression process,
Sound wave longitudinal direction velocity of wave νp2And rock sample axial stress σ 'o, axial variable force, hoop strain and bulk strain, rock bullet is calculated
Property modulus E, Poisson's ratio μ, saturation uniaxial compressive strength σc。
Step 301: rock sample obtained in step 2 is mounted on uniaxial compression instrument, and on rock sample install sound emission and
Ultrasonic probe, shaft position sensor, circumferential displacement sensor and pressure sensor, and ensure the normal acquisition of data.It is single
Axis compressometer can be realized by SERVO CONTROL rock rigidity matching.
Step 302: implementing uniaxial compression test, control corresponding ultrasonic wave harmony using multiple path ultrasonic flaw detector and send out
It penetrates coupling measurement energy converter and issues ultrasonic flaw detection signal to load rock sample.Ultrasonic wave and sound emission test equipment be ultrasonic wave and
Sound emission coupling measurement energy converter (including transmitting terminal and receiving end), multiple path ultrasonic flaw detector, signal current divider and computer
Acquisition system.The test interval of multiple path ultrasonic flaw detector is that every 0.5MPa tests primary or every 2MPa test once.
Step 303: ultrasonic examination result being transferred to computer by multiple path ultrasonic flaw detector, Acoustic radiating instrument sends out sound
It penetrates monitoring result and is transferred to computer, acquired and recorded in real time, number, sound wave are hit in the sound emission obtained in rock sample compression process
Longitudinal velocity of wave and rock sample axial stress, axial strain, hoop strain and bulk strain, can be obtained elastic modulus of rock E, Poisson
Than μ, saturation uniaxial compressive strength σc。
Step 4: the hard rock for calculating three kinds of states plays resistance to spalling σci j(j=1,2,3), σci jIt (j=1,2,3) include based on hair
The hard rock for penetrating result acquisition plays resistance to spalling σci 1, based on relative volume crackle strain obtain hard rock rise resistance to spalling σci 2, based on super
The hard rock that sonic flaw detection result obtains plays resistance to spalling σci 3。
Step 401: drawing test sound emission according to test result and hit number-axial stress-time plot, obtain sound
Transmitting hits digital display and writes the corresponding axial stress of starting point increased, as plays resistance to spalling σ based on the hard rock that emission results obtainci 1,
It is as hard that the stable generating region of number axial stress corresponding with the point of interface uprushed again is hit in sound emission after playing resistance to spalling
Rock damage strength σcd 1。
Step 402: crackle strain refers under stress, the Original Cracks crack initiation of rock interior and extension and newly splits
The variation that rock caused by seam generates axially and laterally deforms.It is strained according to relative volume crackleAnd it ties
The axial strain and axial stress obtained in combined pressure compression process is drawn test relative volume crackle strain-axial strain-axial direction and is answered
Force curve is obtained relative volume crackle and strains the corresponding axial stress in reversed growth point, as strained based on relative volume crackle
The hard rock of acquisition plays resistance to spalling σci 2.The starting point that volume crackle strain-axial strain-axial stress curve reversely reduces is corresponding
Axial stress, as based on relative volume crackle strain obtain hard rock damage strength σcd 2.WhereinIt is answered for volume crackle
Become, it can be byIt calculates and obtains,Maximum value is strained for volume crackle.
Step 403 is according to damage of rock degree D, sound wave longitudinal direction velocity of wave νp2Between relationship D=1- (vp2/vp1)2, in conjunction with pressure
The axial stress obtained in compression process draws damage of rock degree-axial stress curve, obtains terminal when damage of rock degree is zero
Corresponding axial stress as plays resistance to spalling σ based on the hard rock that ultrasonic examination result obtainsci 3, rise resistance to spalling after rock
It is damage strength σ that stone injury tolerance, which steadily increases axial stress corresponding with the critical point quicklyd increase,cd 3。
Step 5: calculating equivalent resistance to spalling σ using very poor principleci *。
According toWhenWhen,WhenWhen, remove and deviates maximum value, σci *Access value closest to two σci jIt is worth sum
Half, whereinIt is that hard rock plays resistance to spalling σci jThe mean value of (j=1,2,3), max (σci j) it is that hard rock plays resistance to spalling σci j(j=1,
2,3) maximum value in, min (σci j) it is that hard rock plays resistance to spalling σci j(j=1,2,3) minimum value in；
Step 6: the rock strength of self-weight stress field or tectonic stress off field is calculated according to the ambient stress of underground chamber
Stress axis
Step 7: using rock strength stress axisWith equivalent resistance to spalling σci *Into
Row compares, and works as SSR > σci *, rock burst hazard can occur for country rock, and otherwise rock burst hazard will not occur for country rock, thus hard to deep cavern
The pregnant the condition of a disaster condition of rock rock burst is identified.It is determined as that country rock rock burst hazard can occur, then takes and excavate small pilot tunnel off-load, working face spray
Wet equal measures, are determined as that country rock rock burst hazard will not occur, then the branch for optimizing design of its support, reducing detecting earth stress area
Protect intensity.
The derivation process of two formula of rock strength stress axis of above-mentioned self-weight stress field and tectonic stress off field is as follows:
For deep cavern engineering, it is assumed that rock is in isotropic elastic stage before cavern excavation, by cavern as
Plane strain problems are solved using theory of elastic mechanics and are answered under polar coordinate system away from any point at cavern centre distance r
Crustal stress states of the power tensor on principal plane, it is as follows
In formula, σrTo calculate radial stress of the point under polar coordinate system, σ1、σ2Respectively stress tensor is on principal plane
Two principal stresses (when ignoring shear stress, σ1、σ2The respectively principal stress of horizontal direction and vertical direction), a is cavern half
Diameter, r are to calculate distance of the point apart from cavern center, and θ is calculating point under polar coordinates with cavern's line of centres around the corner of r axis,
Similarly hereinafter.
In formula, σθTo calculate tangential stress of the point under polar coordinate system.
In formula, τrθTo calculate shear stress of the point under polar coordinate system.
For the deep cavern engineering based on self-weight stress field, i.e.,As cos2 θ=1, rock around hole
Maximum tangential stress σθmaxAre as follows:
As a=r, hole week maximum stress coefficient of concentration are as follows:
Then hole week maximum concentrated stress are as follows:
σθmax=(3- λ) σ0max (6)
After cavern excavation, the ratio SSR of hole all maximum tangential stress and rock uniaxiality strengthgravAre as follows:
In formula, σcIt is rock saturation uniaxial compressive strength.
For the deep cavern engineering based on tectonic stress field, i.e.,As cos2 θ=- 1, rock around hole
Maximum tangential stress are as follows:
As a=r, hole week maximum stress coefficient of concentration are as follows:
Then hole week maximum concentrated stress are as follows:
After cavern excavation, the stress intensity ratio SSR of hole all maximum tangential stress and rock uniaxiality strengthtectAre as follows:
Although the preferred embodiment of the present invention is described above in conjunction with attached drawing, the invention is not limited to upper
The specific real mode stated, the above mentioned embodiment is only schematical, is not restrictive, the common skill of this field
Art personnel under the inspiration of the present invention, without breaking away from the scope protected by the purposes and claims of the present invention, can be with
The specific transformation of many forms is made, these all belong to the scope of protection of the present invention interior.
Claims (9)
1. a kind of pregnant calamity Risk Identification Method of great burying cavern hard rock rock burst, it is characterised in that: described method includes following steps:
Step 1: carrying out detecting earth stress in situ in prospecting adit at the construction field (site), obtain on section part stress tensor principal plane
Maximum lateral pressure coefficient λ and maximum principal stress value σ in situ0max, as λ≤1, the ambient stress of underground chamber is self-weight stress field,
The ambient stress of underground chamber is tectonic stress field when λ > 1；
Step 2: in the core-drilling of detecting earth stress position, core being processed into cylindrical rock sample in time；
Step 3: ultrasonic flaw detection signal being issued to the cylindrical rock sample using multiple path ultrasonic flaw detector, acquires rock sample pressure
Rock sample sound wave longitudinal direction velocity of wave ν before contracting testp1, acquisition in real time and the sound emission recorded during rock specimen in uniaxial compression test are hit
Number, sound wave longitudinal direction velocity of wave νp2And rock sample axial stress σ 'o, axial strain, hoop strain and bulk strain, rock is calculated
Elastic modulus E, Poisson's ratio μ, saturation uniaxial compressive strength σc；
Step 4: the hard rock for calculating three kinds of states plays resistance to spalling σci j(j=1,2,3), σci jIt (j=1,2,3) include being based on sound emission
As a result the hard rock obtained plays resistance to spalling σci 1, based on relative volume crackle strain obtain hard rock rise resistance to spalling σci 2, based on ultrasound
The hard rock that wave inspection result obtains plays resistance to spalling σci 3；
Step 5: calculating equivalent resistance to spalling σ using very poor principleci *:
According toWhenWhen,WhenWhen, remove and deviates maximum value, σci *Access value closest to two σci jIt is worth the one of sum
Half, whereinIt is that hard rock plays resistance to spalling σci jThe mean value of (j=1,2,3), max (σci j) it is that hard rock plays resistance to spalling σci j(j=1,2,
3) maximum value in, min (σci j) it is that hard rock plays resistance to spalling σci j(j=1,2,3) minimum value in；
Step 6: the rock strength stress of self-weight stress field or tectonic stress off field is calculated according to the ambient stress of underground chamber
RatioOr
Step 7: using rock strength stress axisWith equivalent resistance to spalling σci *Compared
Compared with working as SSR > σci *, rock burst hazard can occur for country rock, and otherwise rock burst hazard will not occur for country rock, thus to deep cavern hard rock rock
Quick-fried pregnant the condition of a disaster condition is identified.
2. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
In rapid 1, the original position detecting earth stress realizes that detecting earth stress instrument is by detecting earth stress instrument using stress relief method
Hollow inclusion triaxial strain gauges.
3. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
In rapid 2, axial and live maximum stress direction deviation angle≤5 ° of the drilling of core-drilling.
4. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
In rapid 3, the uniaxial compression test is realized by uniaxial compression instrument, and the uniaxial compression instrument is servo rigidity testing machine.
5. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
Resistance to spalling σ is played based on the hard rock that sound emission result obtains in rapid 4ci 1Preparation method are as follows: according to test result draw test sound hair
Shock number-axial stress-time plot is penetrated, sound emission is obtained and hits the corresponding axial stress of starting point that digital display writes growth, i.e.,
Hard rock to be obtained based on emission results plays resistance to spalling σci 1。
6. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
The hard rock obtained in rapid 4 based on the strain of relative volume crackle plays resistance to spalling σci 2Preparation method are as follows: according to test result draw examination
Relative volume crackle strain-axial strain-axial stress curve is tested, it is corresponding to obtain the reversed growth point of relative volume crackle strain
Axial stress, the hard rock as obtained based on the strain of volume crackle play resistance to spalling σci 2。
7. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 1, it is characterised in that: the step
Resistance to spalling σ is played based on the hard rock that ultrasonic examination result obtains in rapid 4ci 3Preparation method are as follows: according to test result draw rock
Injury tolerance-axial stress curve obtains the corresponding axial stress of terminal when damage of rock degree is zero, is as visited based on ultrasonic wave
The hard rock for hurting result acquisition plays resistance to spalling σci 3。
8. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 6, it is characterised in that: according to phase
Volume crackle is strainedIn conjunction with the axial strain and axial stress obtained in compression process, test relative volume crackle is drawn
Strain-axial strain-axial stress curve, the strain of relative volume crackle It is strained for volume crackle, byIt calculates and obtains,Maximum value is strained for volume crackle.
9. hard rock rock burst pregnant calamity Risk Identification Method in great burying cavern according to claim 7, it is characterised in that: according to rock
Stone injury tolerance D draws damage of rock degree-axial stress curve, damage of rock degree D=1- (vp2/vp1)2。
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| CN109253928B (en) * | 2018-10-22 | 2021-05-28 | 山东科技大学 | Rock burst starting energy threshold determining method and rock burst predicting method |
| CN112985988A (en) * | 2021-02-18 | 2021-06-18 | 水电水利规划设计总院有限公司 | Method for judging damage depth of hard and complete surrounding rock rib with non-circular section |
| CN114526987B (en) * | 2022-01-17 | 2024-03-12 | 天津大学 | Test fixture and test method for rock burst under condition that rock single face is empty |
| CN114483024B (en) * | 2022-04-18 | 2022-07-15 | 中国矿业大学(北京) | Rock burst grade in-situ evaluation and control design method |
| CN114778800B (en) * | 2022-04-28 | 2023-08-08 | 中交第一公路勘察设计研究院有限公司 | Multi-factor rock burst prediction method based on analysis method |
| CN116296820B (en) * | 2023-03-31 | 2024-04-05 | 四川大学 | Iterative method for determining rock elasticity parameter and cracking stress by bidirectional approximation and product |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102954914A (en) * | 2012-10-31 | 2013-03-06 | 长江水利委员会长江科学院 | True triaxial test ultrasonic wave and acoustic emission testing system and testing method thereof |
| CN103278843A (en) * | 2013-06-05 | 2013-09-04 | 北方重工集团有限公司 | Rockburst real-time forecasting technique device used in process of rock tunnel construction |
| CN103852377A (en) * | 2013-09-24 | 2014-06-11 | 核工业北京地质研究院 | Method for recognizing uniaxial compression initiation crack strength of rock based on accumulative sound emission impacting number |
| CN104458413A (en) * | 2013-09-18 | 2015-03-25 | 核工业北京地质研究院 | Method for determining crack initiation strength of rock under compressive conditions |
| CN104655820A (en) * | 2014-09-11 | 2015-05-27 | 中铁十六局集团第五工程有限公司 | Judging, grading and processing method of rockburst of hard rocks for tunnel |
-
2018
- 2018-03-23 CN CN201810245454.3A patent/CN108614035B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102954914A (en) * | 2012-10-31 | 2013-03-06 | 长江水利委员会长江科学院 | True triaxial test ultrasonic wave and acoustic emission testing system and testing method thereof |
| CN103278843A (en) * | 2013-06-05 | 2013-09-04 | 北方重工集团有限公司 | Rockburst real-time forecasting technique device used in process of rock tunnel construction |
| CN104458413A (en) * | 2013-09-18 | 2015-03-25 | 核工业北京地质研究院 | Method for determining crack initiation strength of rock under compressive conditions |
| CN103852377A (en) * | 2013-09-24 | 2014-06-11 | 核工业北京地质研究院 | Method for recognizing uniaxial compression initiation crack strength of rock based on accumulative sound emission impacting number |
| CN104655820A (en) * | 2014-09-11 | 2015-05-27 | 中铁十六局集团第五工程有限公司 | Judging, grading and processing method of rockburst of hard rocks for tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 基于工程岩体起裂判据的岩***坏区研究;徐士良;《地下空间与工程学报》;20171031;全文 * |
| 基于组合赋权的岩爆倾向性预测灰评估模型及应用;裴启涛等;《岩土力学》;20140630;全文 * |
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