CN108387450A - The different long-term mechanical behavior indoor simulation methods of adit digging condition deep wall rock - Google Patents
The different long-term mechanical behavior indoor simulation methods of adit digging condition deep wall rock 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
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The invention discloses a kind of long-term mechanical behavior indoor simulation methods of different adit digging condition deep wall rocks comprising following steps：To pretreated sample load sample in-situ stress；Deep wall rock ambient stress before being excavated by axis pressure excavation condition different with confining pressure simulation chamber；Deep wall rock ambient stress when by increasing axis pressure and reduce confining pressure excavation simulation；Chamber preliminarily forms stage deep wall rock ambient stress after adjustment axis pressure and confining pressure excavation simulation；Confining pressure and axis pressure are reduced, the sample in simulation chamber development of deformation stage is obtained；The confining pressure applied in the chamber development of deformation stage and axis pressure are reduced, obtains simulating country rock the sample in the final stress deformation stage after chamber adds supporting.The present invention can obtain the long-term mechanical behavior of rock under different adit digging condition disturbing influences, long-term strength, damage development and its long-time stability of the deep wall rock under the conditions of true environmental effect difference adit digging are probed into, foundation is provided for successive projects excavation.
Description
Technical field
The present invention relates to rock mechanics experiment fields, and in particular to the different long-term mechanics rows of adit digging condition deep wall rock
For indoor simulation method.
Background technology
China's future exploitation of mineral resources will enter the 1000-2000m deep mining stages comprehensively, and being marched to Earth is
The current strategic Scientific And Technical Problems urgently to be resolved hurrily in China.In recent ten years, the spaces China Shen Di development rate is gradually accelerated, in face of deep
Ground complicated environmental condition, the long-acting utilization of the deep spaces such as deep ground tunnel, underground power house, national defence cavern and subterranean laboratory are all
Challenge.The above phenomenon shows that there is an urgent need for carry out the correlative study of the long-term mechanical behavior of deep wall rock at present.
Under the conditions of different adit diggings, the initial preservation and excavation disturbance ambient stress of deep wall rock there are marked difference,
The differentiation of its long-term mechanical behavior feature and damage and failure process is caused to present；It is deep after the Deeper mine stage
Portion's country rock feature mechanical behavior is shown different from superficial part and strong stress, temperature, seepage flow and temporal correlation, it is necessary to deep
Enter the long-term mechanical behavior feature of deep wall rock under the conditions of inquiring into different adit diggings, providing science for the engineering practice of deep ground refers to
It leads.
Invention content
For above-mentioned deficiency in the prior art, the long-term mechanics of difference adit digging condition deep wall rock provided by the invention
Behavior indoor simulation method simulates the different long-term mechanical behaviors of adit digging condition deep wall rock, is provided for the engineering practice of deep ground
Scientific guidance.
In order to reach foregoing invention purpose, the technical solution adopted by the present invention is：
There is provided a kind of different adit digging condition deep wall rocks long-term mechanical behavior indoor simulation method comprising following step
Suddenly：
S1, deep rock sample is obtained, and is put into stress loading device after sample is pre-processed；
S2, by stress loading device to pretreated sample load sample in-situ stress；
S3, by increasing sample axis pressure the deep wall rock before chamber difference excavation condition excavates is simulated with sample confining pressure is reduced
Ambient stress；
S4, sample confining pressure is pressed and reduces according to the corresponding country rock Disturbance stress peak value raising sample axis of different excavation conditions,
Simulate the excavation disturbance stage under the conditions of different adit diggings；
S5, it is neutralized in the radial stress off-load change excavation disturbance stage according to the circumference stress collection that surrounding rock of chamber occurs
The confining pressure and axis pressure of load, the stage that simulation chamber boundary preliminarily forms；
S6, the confining pressure applied in the stage that the chamber boundary preliminarily forms and axis pressure are reduced, obtains simulation chamber deformation
The sample of developing stage is carried out not plus the long-term mechanical behavior of deep wall rock is studied under the different excavation condition disturbing influences of supporting
Object；
S7, according to the situation of change of chamber support stress, increase the confining pressure applied in the chamber development of deformation stage and reduction
Axis pressure obtains simulating country rock the sample in the final stress deformation stage after chamber adds supporting, that is, carries out the difference for adding supporting
The object of the long-term mechanical behavior research of deep wall rock under excavation condition disturbing influence.
Further, step S1 medium and deeps rock sample is cylinder, and a diameter of 50mm is highly 100mm；
It is described sample is pre-processed after be put into the method for stress loading device and include：
S1-1, it polishes at sample surfaces impurity and polishing specimen dents；
S1-2, sample is inserted in heat shrinkage film, heat shrinkage film is fitted in by sample surfaces by heat gun；
S1-3, the sample for being fitted with heat shrinkage film is placed on the triaxial test platform of stress loading device, increases instrument
Pedestal makes the pressure head upper surface for the sample for posting heat shrinkage film be bonded；
S1-4, in the axially disposed Axial extensometer of heat shrinkage film outer surface；It is disposed in heat shrinkage film outer surface circumferential direction circumferential
Extensometer；
S1-5, the sample for being mounted with Axial extensometer and circumferential extensometer is put into triaxial chamber, falls triaxial chamber casing wall, and
Non-volatile minerals silicone oil is full of in triaxial chamber.
Further, the specific method of step S2 is：
According to formula
σConfining pressure in situ=γ H
σAxial compression in situ=λ γ H
Apply the confining pressure σ of in-situ stress simultaneouslyConfining pressure in situσ is pressed with axisAxial compression in situ；Wherein γ is unit weight, unit kN/m3；H is to open
Dig depth, unit m；Wherein λ is the fixed ratio of in-situ stress stage axis pressure and confining pressure, is not changed with the progress of simulation.
Further, the specific method of step S3 is：
According to formula
σEnvironment confining pressure before excavating=3 σEnvironment axis pressure before excavating/ (5 λ)=0.9 γ H
σEnvironment axis pressure before excavating=1.5 λ γ H
Apply the confining pressure σ in the deep wall rock ambient stress before chamber difference excavation condition excavates simultaneouslyEnvironment confining pressure before excavatingAnd axis
Press σEnvironment axis pressure before excavating。
Further, the specific method of step S4 is：
According to formula
σExcavation disturbance confining pressure=2 σExcavation disturbance axis pressure/ (5 α λ)=0.4 γ H
σExcavation disturbance axis pressure=α λ γ H
Apply the corresponding country rock Disturbance stress peak value load sample confining pressure σ of different excavation conditions simultaneouslyExcavation disturbance confining pressureWith axis pressure
σExcavation disturbance axis pressure；Wherein α is the corresponding country rock Disturbance stress peak value of different excavation conditions, and different excavation conditions include full section drill burst
Method, partial excavation drilling and blasting method and full face tunnel boring machine method, the full section drill burst method, partial excavation drilling and blasting method and full advance
The country rock Disturbance stress peak value of machine method is respectively 3.0,2.5,2.0.
Further, the specific method of step S5 is：
According to formula
σPreliminarily form stage confining pressure=3/2 (λ -1) γ H
σPreliminarily form stage axis pressure=(3 λ -1) γ H
The confining pressure loaded in the excavation disturbance stage and axis pressure are changed simultaneously, the confining pressure that chamber boundary preliminarily forms the stage is obtained
σPreliminarily form stage confining pressureσ is pressed with axisPreliminarily form stage axis pressure。
Further, the specific method of step S6 is：
According to formula
σDevelopment of deformation stage confining pressure=3/4 (λ -1) γ H
σDevelopment of deformation stage axis pressure=4/5 (3 λ -1) γ H
Obtain the confining pressure σ applied in the stage that chamber boundary preliminarily forms simultaneouslyDevelopment of deformation stage confining pressureσ is pressed with axisDevelopment of deformation stage axis pressure, into
And obtain the sample in simulation chamber development of deformation stage.
Further, the specific method of step S7 is：
According to formula
σStress deformation stage confining pressure=3/4 (λ -1) γ H+pi
σStress deformation stage axis pressure=4/5 (3 λ -1) γ H-pi
Simultaneously reduce the confining pressure applied in the chamber development of deformation stage and axis pressure, obtain country rock chamber add supporting after most
The confining pressure σ in whole stress deformation stageStress deformation stage confining pressureσ is pressed with axisStress deformation stage axis pressure, and then obtain simulation country rock and add supporting in chamber
The sample in final stress deformation stage afterwards；Wherein piFor chamber support stress.
Beneficial effects of the present invention are：By this analogy method, can be obtained under different adit digging condition disturbing influences
The long-term mechanical behavior of rock analyzes the strain versus time curve of deep wall rock and sample under the conditions of different adit diggings
Destructive characteristics, to probe into long-term strength, damage development of the deep wall rock under the conditions of true environmental effect difference adit digging
And its long-time stability, provide foundation for successive projects excavation.
Description of the drawings
Fig. 1 is the flow chart of the present invention；
Fig. 2 is underground chamber country rock excavation disturbance stress-space Distribution Pattern；
Fig. 3 is that different adit digging condition experiments add unloading scheme stress path figure.
Specific implementation mode
The specific implementation mode of the present invention is described below, in order to facilitate understanding by those skilled in the art this hair
It is bright, it should be apparent that the present invention is not limited to the ranges of specific implementation mode, for those skilled in the art,
As long as various change is in the spirit and scope of the present invention that the attached claims limit and determine, these variations are aobvious and easy
See, all are using the innovation and creation of present inventive concept in the row of protection.
As shown in Figure 1, the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock includes following
Step：
S1, deep rock sample is obtained, and is put into stress loading device after sample is pre-processed；Stress loading device
For French 2518 HTHP rheometers of TOP INDUSTRIE；
S2, by stress loading device to pretreated sample load sample in-situ stress；
S3, by increasing sample axis pressure the deep wall rock before chamber difference excavation condition excavates is simulated with sample confining pressure is reduced
Ambient stress；
S4, according to the corresponding country rock Disturbance stress peak value load sample confining pressure of different excavation conditions and axis pressure, simulation is different
The excavation disturbance stage under the conditions of adit digging；
S5, the circumference stress collection occurred according to surrounding rock of chamber neutralize to be loaded in the radial stress off-load change excavation disturbance stage
Confining pressure and axis pressure, the stage that simulation chamber boundary preliminarily forms；
S6, the confining pressure applied in the stage that chamber boundary preliminarily forms and axis pressure are reduced, obtains simulation chamber development of deformation
The sample in stage carries out pair that not plus the long-term mechanical behavior of deep wall rock is studied under the different excavation condition disturbing influences of supporting
As；
S7, the confining pressure applied in the chamber development of deformation stage and axis pressure are reduced according to chamber support stress, obtains simulation and encloses
The sample in rock final stress deformation stage after chamber adds supporting, that is, carry out the different excavation condition disturbing influences for adding supporting
The object of the lower long-term mechanical behavior research of deep wall rock.
Step S1 medium and deep rock samples are cylinder, and a diameter of 50mm is highly 100mm；
The method that stress loading device is put into after sample is pre-processed includes：
S1-1, it polishes at sample surfaces impurity and polishing specimen dents；
S1-2, sample is inserted in heat shrinkage film, heat shrinkage film is fitted in by sample surfaces by heat gun；
S1-3, the sample for being fitted with heat shrinkage film is placed on the triaxial test platform of stress loading device, increases instrument
Pedestal makes the pressure head upper surface for the sample for posting heat shrinkage film be bonded；
S1-4, in the axially disposed Axial extensometer of heat shrinkage film outer surface；It is disposed in heat shrinkage film outer surface circumferential direction circumferential
Extensometer；
S1-5, it will be mounted with Axial extensometer, and the sample of circumferential extensometer falls into triaxial chamber, and will be full of in triaxial chamber
Non-volatile minerals silicone oil.
The specific method of step S2 is：
According to formula
σConfining pressure in situ=γ H
σAxial compression in situ=λ γ H
Apply the confining pressure σ of in-situ stress simultaneouslyConfining pressure in situσ is pressed with axisAxial compression in situ；Wherein γ is unit weight, unit kN/m3；H is to open
Dig depth, unit m；Wherein λ is the fixed ratio of in-situ stress stage axis pressure and confining pressure, is not changed with the progress of simulation.
The specific method of step S3 is：
According to formula
σEnvironment confining pressure before excavating=3 σEnvironment axis pressure before excavating/ (5 λ)=0.9 γ H
σEnvironment axis pressure before excavating=1.5 λ γ H
Apply the confining pressure σ in the deep wall rock ambient stress before chamber difference excavation condition excavates simultaneouslyEnvironment confining pressure before excavatingAnd axis
Press σEnvironment axis pressure before excavating。
The specific method of step S4 is：
According to formula
σExcavation disturbance confining pressure=2 σExcavation disturbance axis pressure/ (5 α λ)=0.4 γ H
σExcavation disturbance axis pressure=α λ γ H
Apply the corresponding country rock Disturbance stress peak value load sample confining pressure σ of different excavation conditions simultaneouslyExcavation disturbance confining pressureWith axis pressure
σExcavation disturbance axis pressure；Wherein α is the corresponding country rock Disturbance stress peak value of different excavation conditions, and different excavation conditions include full section drill burst
Method, partial excavation drilling and blasting method and full face tunnel boring machine method, full section drill burst method, partial excavation drilling and blasting method and full face tunnel boring machine method
Country rock Disturbance stress peak value be respectively 3.0,2.5,2.0.
The specific method of step S5 is：
According to formula
σPreliminarily form stage confining pressure=3/2 (λ -1) γ H
σPreliminarily form stage axis pressure=(3 λ -1) γ H
The confining pressure loaded in the excavation disturbance stage and axis pressure are changed simultaneously, the confining pressure that chamber boundary preliminarily forms the stage is obtained
σPreliminarily form stage confining pressureσ is pressed with axisPreliminarily form stage axis pressure。
The specific method of step S6 is：
According to formula
σDevelopment of deformation stage confining pressure=3/4 (λ -1) γ H
σDevelopment of deformation stage axis pressure=4/5 (3 λ -1) γ H
Obtain the confining pressure σ applied in the stage that chamber boundary preliminarily forms simultaneouslyDevelopment of deformation stage confining pressureσ is pressed with axisDevelopment of deformation stage axis pressure, into
And obtain the sample in simulation chamber development of deformation stage.
The specific method of step S7 is：
According to formula
σStress deformation stage confining pressure=3/4 (λ -1) γ H+pi
σStress deformation stage axis pressure=4/5 (3 λ -1) γ H-pi
Simultaneously reduce the confining pressure applied in the chamber development of deformation stage and axis pressure, obtain country rock chamber add supporting after most
The confining pressure σ in whole stress deformation stageStress deformation stage confining pressureσ is pressed with axisStress deformation stage axis pressure, and then obtain simulation country rock and add supporting in chamber
The sample in final stress deformation stage afterwards；Wherein piFor chamber support stress.
In one embodiment of the invention, it chooses deep griotte and carries out experiment, the sample preparation standard of sample is with reference to country
Relevant regulations carry out, and the sample made is cylinder, and a diameter of 50mm is highly 100mm.
When by stress loading device to pretreated sample load sample in-situ stress, 3 kinds of typical excavations are set
Under the conditions of the covered depth of rock stratum be 2000m, draft overlying rock unit weight γ=27kN/m3, axis pressure and confining pressure compare
Value is 1.2, and the confining pressure σ of in-situ stress is calculatedConfining pressure in situ=54MPa, axis press σAxial compression in situ=64.8MPa, axis pressure load deviatoric stress
Confining pressure is loaded with rate per minute 3MPa for 64.8MPa-54MPa=10.8MPa, therefore when loading, it is per minute with 0.6MPa
Loading speed synchronize loading axis press deviatoric stress, load duration amount to 18min.That is the 1. point stress level in Fig. 2,0-A in Fig. 3
Section.
It is using axis pressure identical with the relative ratio of confining pressure and be all higher than 1 and add for 3 kinds of typically different adit digging conditions
Load mode increases axis pressure and reduces confining pressure, and simulation deep rock mass is influenced by excavation disturbance.Obtain σEnvironment confining pressure before excavating=48.6MPa,
σEnvironment axis pressure before excavating=97.2MPa, it is 97.2MPa-48.6MPa=48.6MPa that axis, which presses deviatoric stress, therefore with every point of 0.6MPa when loading
The rate of clock reduces confining pressure, is synchronized with loading speed per minute 4.2MPa and increases axis pressure, and load duration is set as 9min.Scheme
1. -2. section in 2, the section A-B in Fig. 3.
Consider that different adit digging conditions influence later, with σExcavation disturbance confining pressure=21.6MPa, σExcavation disturbance axis pressure=194.4MPa, axis
To deviatoric stress=194.4-21.6=172.8MPa (full section drill burst method), σExcavation disturbance axis pressure=162MPa, axial deviatoric stress=162-
(21.6=140.4MPa step excavation drilling and blasting method), σExcavation disturbance axis pressure=129.6MPa, axial deviatoric stress=129.6-21.6=
108MPa (full face method), therefore confining pressure is reduced with rate per minute 1.8MPa when load, with 8.28MPa (tunneling borings
Drilling and blasting method), loading speed 6.12MPa (step excavation drilling and blasting method), 3.96MPa (full face method) per minute, which synchronizes, to be increased
Axis pressure, load duration are set as 15min.That is 2. -3. section in Fig. 2, the B-C sections in Fig. 3.
After simulating adit digging, chamber boundary formed, σPreliminarily form stage confining pressure=16.2MPa, σPreliminarily form stage axis pressure=140.4MPa,
Axial deviatoric stress=140.4MPa-16.2MPa=124.2MPa, therefore enclosed with 1.8MPa rate reductions per minute when load
Pressure, and with 16.2MPa (full section drill burst method), 5.4MPa (step excavation drilling and blasting method), loading speed per minute, which synchronizes, to be reduced
Axis pressure is synchronized with loading speed per minute 5.4MPa (full face method) and increases axis pressure, and load duration is set as 3min.I.e.
3. -4. section in Fig. 2, the C-D sections in Fig. 3.
After simulating chamber development of deformation for a period of time, σ is obtainedDevelopment of deformation stage confining pressure=8.1MPa, σDevelopment of deformation stage axis pressure=
112.32MPa, axial deviatoric stress=112.32-8.1=104.22MPa, therefore dropped with rate per minute 1.8MPa when load
Low confining pressure, and reduction axis pressure is synchronized with loading speed per minute 4.44MPa, load duration is set as 4.5min, is simulated
The sample in chamber development of deformation stage.That is 4. -5. section in Fig. 2, the D-E sections in Fig. 3.Using in Fig. 2 4. point or 5. point answer
Power is horizontal, is kept for a period of time, you can carries out the long-term mechanics of deep wall rock under the different excavation condition disturbing influences for not adding supporting
Behavioral study.
After simulation adit digging forming, applies supporting, set supporting intensity as 5MPa, obtain σStress deformation stage confining pressure=
13.1MPa σStress deformation stage axis pressure=107.32MPa, axial deviatoric stress=107.32-13.1=94.22MPa, thus load when with
Rate per minute 2.0MPa increases confining pressure, and synchronizes reduction axis pressure with loading speed per minute 4.0MPa, and load duration is set
It is set to 2.5min, obtains simulating country rock the sample in the final stress deformation stage after chamber adds supporting.That is in Fig. 2 5.-
6. section, the E-F sections in Fig. 3.A period of time, the 7. dotted state in being finally reached figure 2. are kept in this case.Using in Fig. 2
6. putting stress level, kept for a period of time, you can it is long-term to carry out deep wall rock under the different excavation condition disturbing influences for adding supporting
Mechanical behavior is studied.
The present invention can obtain the long-term mechanical behavior of rock under different adit digging condition disturbing influences, analyze different caves
The strain versus time curve of deep wall rock and the destructive characteristics of sample, exist to probe into deep wall rock under the excavation condition of room
Long-term strength, damage development and its long-time stability under the conditions of true environmental effect difference adit digging, are opened for successive projects
It digs and foundation is provided.
Claims (8)
1. a kind of long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock, it is characterised in that：Including with
Lower step：
S1, deep rock sample is obtained, and is put into stress loading device after sample is pre-processed；
S2, by stress loading device to pretreated sample load sample in-situ stress；
S3, by increasing sample axis pressure the deep wall rock stress before chamber difference excavation condition excavates is simulated with sample confining pressure is reduced
Environment；
S4, sample confining pressure is pressed and is reduced according to the corresponding country rock Disturbance stress peak value raising sample axis of different excavation conditions, simulate
The excavation disturbance stage under the conditions of different adit diggings；
S5, the circumference stress collection occurred according to surrounding rock of chamber neutralize to be loaded in the radial stress off-load change excavation disturbance stage
Confining pressure and axis pressure, the stage that simulation chamber boundary preliminarily forms；
S6, the confining pressure applied in the stage that the chamber boundary preliminarily forms and axis pressure are reduced, obtains simulation chamber development of deformation
The sample in stage carries out pair that not plus the long-term mechanical behavior of deep wall rock is studied under the different excavation condition disturbing influences of supporting
As；
S7, according to the situation of change of chamber support stress, increasing the confining pressure applied in the chamber development of deformation stage simultaneously reduces axis pressure,
The sample for obtaining simulating country rock the final stress deformation stage after chamber adds supporting carries out the different excavation items for adding supporting
The object of the long-term mechanical behavior research of deep wall rock under part disturbing influence.
2. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 1,
It is characterized in that, the step S1 medium and deep rock samples are cylinder, and a diameter of 50mm is highly 100mm；
It is described sample is pre-processed after be put into the method for stress loading device and include：
S1-1, it polishes at sample surfaces impurity and polishing specimen dents；
S1-2, sample is inserted in heat shrinkage film, heat shrinkage film is fitted in by sample surfaces by heat gun；
S1-3, the sample for being fitted with heat shrinkage film is placed on the triaxial test platform of stress loading device, increases instrument base
The pressure head upper surface for the sample for posting heat shrinkage film is set to be bonded；
S1-4, in the axially disposed Axial extensometer of heat shrinkage film outer surface；It extends in heat shrinkage film outer surface circumferential direction placement circumferential direction
Meter；
S1-5, the sample for being mounted with Axial extensometer and circumferential extensometer is put into triaxial chamber, falls triaxial chamber casing wall, and three
Non-volatile minerals silicone oil is full of in axis room.
3. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 1 or 2,
It is characterized in that, the specific method of the step S2 is：
According to formula
σConfining pressure in situ=γ H
σAxial compression in situ=λ γ H
Apply the confining pressure σ of in-situ stress simultaneouslyConfining pressure in situσ is pressed with axisAxial compression in situ；Wherein γ is unit weight, unit kN/m3；H is to excavate deeply
Degree, unit m；Wherein λ is the fixed ratio of in-situ stress stage axis pressure and confining pressure, is not changed with the progress of simulation.
4. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 3,
It is characterized in that, the specific method of the step S3 is：
According to formula
σEnvironment confining pressure before excavating=3 σEnvironment axis pressure before excavating/ (5 λ)=0.9 γ H
σEnvironment axis pressure before excavating=1.5 λ γ H
Apply the confining pressure σ in the deep wall rock ambient stress before chamber difference excavation condition excavates simultaneouslyEnvironment confining pressure before excavatingWith axis pressure
σEnvironment axis pressure before excavating。
5. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 4,
It is characterized in that, the specific method of the step S4 is：
According to formula
σExcavation disturbance confining pressure=2 σExcavation disturbance axis pressure/ (5 α λ)=0.4 γ H
σExcavation disturbance axis pressure=α λ γ H
Apply the corresponding country rock Disturbance stress peak value load sample confining pressure σ of different excavation conditions simultaneouslyExcavation disturbance confining pressureWith axis pressure
σExcavation disturbance axis pressure；Wherein α is the corresponding country rock Disturbance stress peak value of different excavation conditions, and different excavation conditions include full section drill burst
Method, partial excavation drilling and blasting method and full face tunnel boring machine method, the full section drill burst method, partial excavation drilling and blasting method and full advance
The country rock Disturbance stress peak value of machine method is respectively 3.0,2.5,2.0.
6. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 5,
It is characterized in that, the specific method of the step S5 is：
According to formula
σPreliminarily form stage confining pressure=3/2 (λ -1) γ H
σPreliminarily form stage axis pressure=(3 λ -1) γ H
The confining pressure loaded in the excavation disturbance stage and axis pressure are changed simultaneously, the confining pressure that chamber boundary preliminarily forms the stage is obtained
σPreliminarily form stage confining pressureσ is pressed with axisPreliminarily form stage axis pressure。
7. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 6,
It is characterized in that, the specific method of the step S6 is：
According to formula
σDevelopment of deformation stage confining pressure=3/4 (λ -1) γ H
σDevelopment of deformation stage axis pressure=4/5 (3 λ -1) γ H
Obtain the confining pressure σ applied in the stage that chamber boundary preliminarily forms simultaneouslyDevelopment of deformation stage confining pressureσ is pressed with axisDevelopment of deformation stage axis pressure, and then
To the sample in simulation chamber development of deformation stage.
8. the long-term mechanical behavior indoor simulation method of difference adit digging condition deep wall rock according to claim 7,
It is characterized in that, the specific method of the step S7 is：
According to formula
σStress deformation stage confining pressure=3/4 (λ -1) γ H+pi
σStress deformation stage axis pressure=4/5 (3 λ -1) γ H-pi
The confining pressure applied in the chamber development of deformation stage and axis pressure are reduced simultaneously, it is final after chamber adds supporting to obtain country rock
The confining pressure σ in stress deformation stageStress deformation stage confining pressureσ is pressed with axisStress deformation stage axis pressure, and then obtain simulating country rock after chamber adds supporting most
The sample in whole stress deformation stage；Wherein piFor chamber support stress.
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| CN103278360A (en) * | 2013-05-17 | 2013-09-04 | 山东科技大学 | Reserved chamber simulating test piece manufacturing die assembly and method used for manufacturing test piece |
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| CN104614242A (en) * | 2015-02-01 | 2015-05-13 | 东华理工大学 | Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof |
| CN106996903A (en) * | 2017-05-09 | 2017-08-01 | 洛阳理工学院 | A kind of experimental rig and method for being used to simulate buried Tunnel Rockburst |
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2018
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|---|---|---|---|---|
| CN103278360A (en) * | 2013-05-17 | 2013-09-04 | 山东科技大学 | Reserved chamber simulating test piece manufacturing die assembly and method used for manufacturing test piece |
| CN104596837A (en) * | 2014-12-31 | 2015-05-06 | 张斌伟 | Underground cavity analysis method considering nonlinear softening and dilation characteristics of surrounding rock |
| CN104614242A (en) * | 2015-02-01 | 2015-05-13 | 东华理工大学 | Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof |
| CN106996903A (en) * | 2017-05-09 | 2017-08-01 | 洛阳理工学院 | A kind of experimental rig and method for being used to simulate buried Tunnel Rockburst |
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Inventor after: Zhang Zetian Inventor after: Qin Li Inventor after: Xie Jing Inventor after: Zhang Ru Inventor after: Xie Heping Inventor after: Cha Ercheng Inventor after: Gao Mingzhong Inventor after: Ai Ting Inventor after: Zhang Chaopeng Inventor after: Ren Li Inventor after: Jia Zheqiang Inventor before: Zhang Ru Inventor before: Qin Li Inventor before: Xie Jing Inventor before: Xie Heping Inventor before: Zhang Zetian Inventor before: Cha Ercheng Inventor before: Gao Mingzhong Inventor before: Ai Ting Inventor before: Zhang Chaopeng Inventor before: Ren Li Inventor before: Jia Zheqiang |