CN107036917A - The Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency - Google Patents
The Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency Download PDFInfo
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Abstract
The invention discloses a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency, test method of the present invention is that the prefabricated circular hole rock matter thin plate being pressurized by the impact bar high-speed impact in Hopkinson bar unloads to simulate the ultrahigh speed of tunnel excavation face surrouding rock stress, the transient state of research rock mass is crisp to prolong transfer characteristic, so as to evaluate rock burst Burst Tendency.The inventive method can realize 10 100MPa/s ultrahigh speed unloading, and far superior to current existing true/false three axles rock test system, the system uninstallation speed is less than 1Mpa/s.This pilot system can directly reproduce during blasting rock-broken that rock transient state is crisp to prolong switching kinetics phenomenon, quantitatively try to achieve the Rock burst proneness index of rock under the conditions of different stress and rate of debarkation；The transient state that the composite can be widely applied to country rock in Hydraulic and Hydro-Power Engineering, traffic, mine, national strategy protection and the field yield of deep-buried cavities such as deep Fundamental Physics Experiments crisp prolongs switching kinetics characteristic and rock burst Burst Tendency evaluation.
Description
Technical field
The present invention relates to a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency, it is adaptable to simulates water conservancy and hydropower
Country rock in the field yield of deep-buried cavities digging process such as engineering, traffic, mine, national strategy protection and deep Fundamental Physics Experiments
Transient state under transient state unloading condition is crisp to prolong switching kinetics characteristic and rock burst Burst Tendency.
Background technology
China is the first in the world energy-consuming state, and 80% coal of primary energy is provided.To ensure national energy and environment peace
Entirely, during 13, newly-increased conventional hydropower 60,000,000 kw of installation, China western part are put into operation a collection of using buried by China successively
The large-scale hydropower complex of diversion tunnel and underground power house.Great burying, high-ground stress are the maximums of the buried engineering in Southwestern China area
Feature.The maximum buried depth 2525m of 4 diversion tunnels of Jinping hydropower station gone into operation is for example completed, actual measurement maximum principal stress is about
Maximum principal stress on 42MPa, prediction canal axes reaches 72MPa；It is located in the Motuo power station of the big turn in the Yarlung Zangbo River, diversion
Tunnel buried depth reaches 4000m, and crustal stress is more than 100MPa；Meanwhile, China's traffic tunnel construction, mining deposits exploitation are also entered
1000~2000m cutting depth.These engineerings are both needed to carry out high rock slope under complicated geological and large ground pressure, big
Extensive, the high intensity pledge excavation of span underground hole group or overlength deep-lying tunnel.
Rock burst Burst Tendency is the build-in attribute of rock, is that rock is sent out when suffered stress reaches capacity stress state
The possibility of raw rock burst.In buried hard rock mass, high-ground stress assigns rock mass higher elastic strain energy, by excavation off-load
Influence, can produce stress concentration and strain energy clustering phenomena near the wall of hole, when the limit that the strain energy of aggregation exceedes rock mass is stored up
When depositing energy, energy is discharged suddenly, and causing hole wall, nearby part rock mass is ejected suddenly, fiercely from parent rock, this rock mass
Power destruction phenomenon is exactly rock burst.Rock burst is used as a kind of typical manual-induced Power geological disaster.From the point of view of energy point of view, rock
Quick-fried forming process is energy in rock mass from release is stored into until finally making the process of rock mass damage disengaging parent rock.Rock burst is
No generation and its apparent form depend primarily on enough energy whether are stored in rock mass, if with the condition released energy
And exergonic mode.Domestic and foreign scholars show that corresponding Rock burst proneness refers to by carrying out extensive rock burst characteristic research
Mark.Kidbinski carries out rock and adds unloading test, draws the load-deformation curve of rock, and experimentation is unloaded to the bullet of release
Property strain energy and the ratio between the elastic strain energy of consume be defined as elastic deformation energy index, elastic deformation energy index is bigger, rock burst punching
Hit tendentiousness bigger；Goodman carries out the resultant stress strain experiment of rock on rigidity matching, should according to gained resultant stress
Varied curve, defines before peak value area and area ratio under stress-strain diagram after peak value under stress-strain diagram, proposes rock
Impact energy index, rock impact energy index is bigger, and its Rock burst proneness is more obvious.Tang Lizhong etc. is by analyzing typical griotte
Plus unloading and Complete Stress-Strain Curve, according to energy variation of the rock during deformation and failure, proposition is referred to dump energy
Number characterizes the energy storage of rock and the relativeness of energy dissipation, and thus as Rock burst proneness index.
The crisp of deep rock mass prolongs transfer characteristic to the energy storage characteristic of deep rock and excavates response with material impact.Rock
Different mechanical characteristics are shown under different confined pressures, by taking griotte as an example, confined pressure in the range of low confined pressure, griotte rock sample
Brittleness is more notable, and stress-strain diagram reaches to be fallen rapidly after intensity peak；Confined pressure reaches after certain value that rock sample should
Stress-strain curve does not fall rapidly after there is obvious ductile characteristic, stress to peaking, and axial stress is kept for a period of time
Constant, axial strain, lateral strain continue to increase, and after confined pressure is more than 12MPa, intensity curve will exceed when plastic deformation
5 ‰ just occur substantially falling；After confined pressure is more than 18MP, the ductile characteristic of country rock is more notable, starts ductility occur to plasticity spy
Levy conversion.
More at present be directed under static or quasistatic unloading condition studies rock burst Burst Tendency, is opened when into deep rock mass
During digging, excavate rock mass and bear high-ground stress, excavate off-load, strong power disturbance coupling, it is necessary to consider that deep underground chamber exists
Under the conditions of dynamic offloading, the crisp delay characteristics of rock mass change, and then study the rock burst Burst Tendency under moving load condition.
The present invention reaches simulation water conservancy water by proposing a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency
Different initial stress states and different rate of debarkation bars in the yield of deep-buried cavities digging process of the field such as electrical engineering, traffic, mine
The Burst Tendency of the lower rock burst of part, it is simple and practical, and can be verified with the result of many theory analysises and numerical simulation.
The content of the invention
The weak point of the methods such as theory analysis, numerical simulation for rock burst Burst Tendency, the present invention is by voluntarily
Experimental study rock burst Burst Tendency in the prefabricated circular hole of pressed thin plate-rock plug punching transient state relief chamber is designed, technique is simple, can grasp
The property made is strong, data are disposable.
A kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency, comprises the following steps：
Step one, prefabricated rock matter thin plate and rock plug, are implemented as follows：
Intact rock is taken from the deep cavern scene that may occur rock burst, it is identical with material to make N set sizes by cutting process
Rock sample, often cover rock sample be made up of rock matter thin plate and rock plug, it is desirable to made rock matter thin plate test specimen is compact and complete, and section is square
Shape, a diameter of D1 circular hole is then drilled with rock matter thin plate center, avoids making rock mass thin plate during being drilled with circular hole
Into damage；It is required that made rock plug for column and its a diameter of D2, D2 d bigger than D1, d value so that rock plug can be made
Fill in the circular hole of rock matter thin plate and produce erection stress and be defined；Rock plug is consistent with rock matter light sheet material；
Step 2, assembling rock plug and installation foil gauge, are implemented as follows：
I-th set of rock sample is taken, i=1, i=1,2,3 ..., N are stoppered the circular hole of rock matter thin plate with rock plug, rock matter thin plate is existed
The partial assembled prestressing force of Ju You≤0.5Mpa before initial load is not applied；Then it is attached on the one of face of rock matter thin plate
Few two panels foil gauge, these foil gauges surround rock matter thin plate center arrangement, foil gauge are connected into data acquisition test system, should
System is mainly made up of dynamic measuring instrument and light oscillograph, should to measure the moving during unloading of circular rock transient state
Become and stress；
Step 3, applies initial load, is implemented as follows：
Apply evenly load in the above-mentioned rock matter thin plate surrounding for being provided with foil gauge, after Stress relief and balance, eliminate rock
Matter thin plate partial assembled prestressing force, forms quasi-uniform stress field in rock matter thin plate, simulates the primary stress of deep cavern country rock
State；
Then initial load P is applied in the upper and lower side of the rock matter thin plate1, P1Span is 1-100Mpa, in its left and right sides
Face applies initial load P2, P2Value is P1-(i-1)P0, i=1,2,3 ..., N, P0For 5-10Mpa；
After the completion of step 4, data acquisition test system debug and rock sample loading, the impact utilized in Hopkinson bar is utilized
Bar impacts preassembled rock plug, and rock plug flies out at a high speed, realizes the transient state unloading of circular rock, rate of debarkation is reached 10-
100MPa/s；
Step 5, separately takes a set of rock sample, repeats the above steps two to four, changes the initial load of rock matter thin plate and rushing for impact bar
Speed is hit, the rate of debarkation of rock sample thin plate can be adjusted by changing the impact speed of impact bar, until the rock for obtaining N set rock samples should
Power-strain stress relation；
Step 6：Rock stress-the strain stress relation obtained according to experiment, quantitatively calculates the Rock burst proneness index of rock.
In the above method, made rock gauge of sheet is 5-10cm, and rock matter thin plate center hole diameter D1 is 4-
6cm, d value are 0.1-0.2cm.
In the above method, 5 sets of rock samples are made, the initial load P of rock sample is often covered1/P260Mpa/60Mpa is taken respectively,
60Mpa/50Mpa, 60Mpa/40Mpa, 60Mpa/20Mpa, 60Mpa/10Mpa。
In the above method, rock matter thin plate upper and lower side is parallel, left and right side is parallel, nonparallelism<0.05mm；Rock matter thin plate
Upper and lower side and axially in parallel, left and right side with it is axially in parallel, maximum deviation is no more than 0.25 °；At all sides of rock matter thin plate
Pat whole.
In the above method, the foil gauge is uniformly distributed around rock matter thin plate center.
The Burst Tendency of rock burst is the build-in attribute of rock mass.During Underground Engineering Excavation, the Burst Tendency of rock burst and hole
Energy variation in the surrounding rock body of room is closely bound up.I.e. the original elastic strain energy of rock mass storage forms macroscopic view in driving rock mass and split
Whether sufficient energy formation rock burst is also had after line.Unloaded, can be studied not by the transient state of rock matter thin plate circular rock mass
Under the conditions of rate of debarkation and primary stress, the transient state of rock sample thin plate is crisp to prolong transfer characteristic, and then studies when rock sample is shown not
With mechanical characteristic when, rock sample store energy variation relation.The initial load P applied1/P2Proportionate relationship and regulation rush
During hitting the impact speed of bar and can simulating underground engineering construction, when the initial stress state and country rock transient state of country rock unload speed
When rate is different, the difference for the rock burst Burst Tendency that rock mass is shown.
Compared with prior art, the present invention has following features and beneficial effect：
（1）The crisp simulation for prolonging transfer characteristic of rock transient state directly can be realized using experiment equipment in laboratory, and then study rock burst
Burst Tendency, it is simple and easy to do；
（2）By the experiment and analysis of long-term system, experimental data base can be set up, lithology, the primary stress of rock sample thin plate is drawn
State and rate of debarkation and the relation of rock burst Burst Tendency；
（3）Intuitively, measurement of full field；
（4）By dynamic response test system, answering in rock matter thin plate ultra-high speed transient uninstall process more can be accurately obtained
Power-strain stress relation, compared with field test, with larger advantage.
By the curves of stress-strain relationship under ultrahigh speed unloading condition, it can quantify and try to achieve different stress and unload
The Rock burst proneness index of rock under rate conditions is carried, the prediction and preventing and treating for rock burst in work progress provide reference frame.
Brief description of the drawings
Fig. 1 is inventive embodiments structural representation；
Fig. 2 is rock matter sheet model schematic diagram of the embodiment of the present invention；
Fig. 3 is schematic diagram before and after the punching of rock matter thin plate A-A of embodiment of the present invention sections,（a）Before punching；（b）After punching.
In figure：1 is rock matter thin plate, and 2 be prefabricated rock plug, and 3 be fixed support, and 4 be foil gauge, and 5 be impact bar, and 6 be initial
Load P1, 7 be initial load P2, 8 be prefabricated circular hole, and 9 be rock matter thin plate A-A sections.
Embodiment
Below by embodiment, and with reference to accompanying drawing 1-3, technical scheme is described in further detail.
Embodiment one：
Main device needed for experiment：Rock matter thin plate, prefabricated rock plug, fixed support, data acquisition test system, impact bar, respectively
The position relationship of component is as shown in Figure 1.The present embodiment is to simulate in certain deep-lying tunnel digging process exemplified by Rock burst proneness.
A kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency, comprises the following steps：
Step one, prefabricated rock matter thin plate and rock plug, are implemented as follows：
Intact rock is taken from the deep cavern scene that may occur rock burst, it is identical with material to make 5 sets of sizes by cutting process
Rock sample, often cover rock sample be made up of rock matter thin plate and rock plug, it is desirable to made rock matter thin plate test specimen is compact and complete, and section is square
Shape, thickness is 5cm, it is desirable to which rock matter thin plate upper and lower side is parallel, left and right side is parallel and nonparallelism<0.05mm, rock matter thin plate
Upper and lower side is no more than at 0.25 °, all sides of rock matter thin plate with axially in parallel, left and right side with axially in parallel and maximum deviation
Pat whole；Then a diameter of 5cm circular hole is drilled with rock matter thin plate center, is avoided during being drilled with circular hole thin to rock mass
Plate causes damage；It is required that made rock plug is column and its a diameter of D2, D2 d bigger than D1, d values are 0.1-
0.2cm, d value are defined so that rock plug can be made to fill in the circular hole of rock matter thin plate and produce erection stress；Rock plug and rock matter
Light sheet material is consistent；
Step 2, assembling rock plug and installation foil gauge, are implemented as follows：
Take i-th set of rock sample, i=1,2 ..., 5, the circular hole of rock matter thin plate is stoppered with rock plug, rock matter thin plate is not being applied just
Ju You≤0.5Mpa partial assembled prestressing force before beginning load；Then at least two panels is installed on the one of face of rock matter thin plate should
Become piece, these foil gauges are evenly arranged around rock matter thin plate center, foil gauge are connected into data acquisition test system, the system
Mainly be made up of dynamic measuring instrument and light oscillograph, to measure circular rock transient state unloading when dynamic strain and
Stress；
Step 3, applies initial load, is implemented as follows：
Apply evenly load in the rock matter thin plate surrounding of above-mentioned i-th set of rock sample, after Stress relief and balance, eliminate rock matter thin
Plate partial assembled prestressing force, forms quasi-uniform stress field in rock matter thin plate, simulates the initial stress state of deep cavern country rock；
Then initial load P is applied in the upper and lower side of the rock matter thin plate of i-th set of rock sample1, P1Value is 60Mpa, on its left side
Right flank applies initial load P2, P2Value is P1-(i-1)P0, i=1,2 ..., 5, P0For 10Mpa；
After the completion of step 4, data acquisition test system debug and rock sample loading, the impact utilized in Hopkinson bar is utilized
Bar impacts preassembled rock plug, and rock plug flies out at a high speed, realizes the transient state unloading of circular rock, rate of debarkation is reached 10-
100MPa/s；
Step 5, separately takes a set of rock sample, repeats the above steps two to four, changes the initial load of rock matter thin plate and rushing for impact bar
Speed is hit, the rate of debarkation of rock sample thin plate can be adjusted by changing the impact speed of impact bar, until obtaining the rock of all 5 sets of rock samples
Stone strain-stress relation；
Step 6：Rock stress-the strain stress relation obtained according to experiment, quantitatively calculates the Rock burst proneness index of rock.
Claims (5)
1. a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency, it is characterised in that comprise the following steps：
Step one, prefabricated rock matter thin plate and rock plug, are implemented as follows：
Intact rock is taken from the deep cavern scene that may occur rock burst, it is identical with material to make N set sizes by cutting process
Rock sample, often cover rock sample be made up of rock matter thin plate and rock plug, it is desirable to made rock matter thin plate test specimen is compact and complete, and section is square
Shape；Then a diameter of D1 circular hole is drilled with rock matter thin plate center, avoids making rock mass thin plate during being drilled with circular hole
Into damage；It is required that made rock plug for column and its a diameter of D2, D2 d bigger than D1, d value so that rock plug can be made
Fill in the circular hole of rock matter thin plate and produce erection stress and be defined；Rock plug is consistent with rock matter light sheet material；
Step 2, assembling rock plug and installation foil gauge, are implemented as follows：
I-th set of rock sample is taken, i=1, i=1,2,3 ..., N are stoppered the circular hole of rock matter thin plate with rock plug, rock matter thin plate is existed
The partial assembled prestressing force of Ju You≤0.5Mpa before initial load is not applied；Then it is attached on the one of face of rock matter thin plate
Few two panels foil gauge, these foil gauges surround rock matter thin plate center arrangement, foil gauge are connected into data acquisition test system, should
System is mainly made up of dynamic measuring instrument and light oscillograph, should to measure the moving during unloading of circular rock transient state
Become and stress；
Step 3, applies initial load, is implemented as follows：
Apply evenly load in the above-mentioned rock matter thin plate surrounding for being provided with foil gauge, after Stress relief and balance, eliminate rock
Matter thin plate partial assembled prestressing force, forms quasi-uniform stress field in rock matter thin plate, simulates the primary stress of deep cavern country rock
State；
Then initial load P is applied in the upper and lower side of the rock matter thin plate1, P1Span is 1-100Mpa, in its left and right side
Apply initial load P2, P2Value is P1-(i-1)P0, i=1,2,3 ..., N, P0For 5-10Mpa；
After the completion of step 4, data acquisition test system debug and rock sample loading, the impact utilized in Hopkinson bar is utilized
Bar impacts preassembled rock plug, and rock plug flies out at a high speed, realizes the transient state unloading of circular rock, rate of debarkation is reached 10-
100MPa/s；
Step 5, separately takes a set of rock sample, repeats the above steps two to four, changes the initial load of rock matter thin plate and rushing for impact bar
Speed is hit, the rate of debarkation of rock sample thin plate can be adjusted by changing the impact speed of impact bar, until the rock for obtaining N set rock samples should
Power-strain stress relation；
Step 6：Rock stress-the strain stress relation obtained according to experiment, quantitatively calculates the Rock burst proneness index of rock.
2. a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency according to claim 1, it is characterised in that：
Made rock gauge of sheet is 5-10cm, and rock matter thin plate center hole diameter D1 is 4-6cm, and d values are
0.1-0.2cm。
3. a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency according to claim 1, it is characterised in that：
5 sets of rock samples are made, the initial load P of rock sample is often covered1/P260Mpa/60Mpa, 60Mpa/50Mpa, 60Mpa/ are taken respectively
40Mpa, 60Mpa/20Mpa, 60Mpa/10Mpa。
4. a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency according to claim 1, it is characterised in that：
Rock matter thin plate upper and lower side is parallel, left and right side is parallel, nonparallelism<0.05mm；Rock matter thin plate upper and lower side and axial direction
Parallel, left and right side with it is axially in parallel, maximum deviation be no more than 0.25 °；All side processing of rock matter thin plate are smooth.
5. a kind of Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency according to claim 1, it is characterised in that：
The foil gauge is uniformly distributed around rock matter thin plate center.
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| CN108152155A (en) * | 2017-11-27 | 2018-06-12 | 中国石油天然气股份有限公司 | Shale impact fracturing simulation system and application method thereof |
| CN109205209A (en) * | 2018-08-02 | 2019-01-15 | 三峡大学 | A kind of deep rock mass stress fidelity transport device and method |
| CN112664227A (en) * | 2020-12-25 | 2021-04-16 | 中国矿业大学(北京) | Rock burst prevention and control method |
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| CN115541387A (en) * | 2022-11-24 | 2022-12-30 | 中国矿业大学(北京) | Rock mass simulation method for impact and rock burst tendency |
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| CN108152155A (en) * | 2017-11-27 | 2018-06-12 | 中国石油天然气股份有限公司 | Shale impact fracturing simulation system and application method thereof |
| CN108152155B (en) * | 2017-11-27 | 2020-08-11 | 中国石油天然气股份有限公司 | Shale impact fracturing simulation system and application method thereof |
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| CN112664227A (en) * | 2020-12-25 | 2021-04-16 | 中国矿业大学(北京) | Rock burst prevention and control method |
| CN114383949A (en) * | 2021-12-09 | 2022-04-22 | 北京科技大学 | Method for testing bearing capacity and energy dissipation rule of rock mass with cavity |
| CN114383949B (en) * | 2021-12-09 | 2024-04-16 | 北京科技大学 | Method for testing bearing capacity and energy dissipation rule of rock mass containing cavity |
| CN115541387A (en) * | 2022-11-24 | 2022-12-30 | 中国矿业大学(北京) | Rock mass simulation method for impact and rock burst tendency |
| CN116818557A (en) * | 2022-12-07 | 2023-09-29 | 天津大学 | Mechanical test device and test method |
| CN116818557B (en) * | 2022-12-07 | 2024-04-19 | 天津大学 | Mechanical test device and test method |
| CN115773937A (en) * | 2022-12-10 | 2023-03-10 | 北京科技大学 | Strain rock burst tendency grade discrimination method |
| CN115773937B (en) * | 2022-12-10 | 2023-08-08 | 北京科技大学 | Strain type rock burst tendency grade discrimination method |
| CN116735387A (en) * | 2023-08-08 | 2023-09-12 | 河海大学 | Device and method for testing impulse power response of grotto under complex conditions |
| CN116735387B (en) * | 2023-08-08 | 2023-11-14 | 河海大学 | Device and method for testing impulse power response of grotto under complex conditions |
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