CN109975119A - A kind of rock Biaxial Compression blasting design method - Google Patents
A kind of rock Biaxial Compression blasting design method 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
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
- G01N3/313—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight generated by explosives
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0026—Combination of several types of applied forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0254—Biaxial, the forces being applied along two normal axes of the specimen
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Abstract
The invention discloses a kind of rock Biaxial Compression blasting design method, method includes the following steps: step S1: obtaining the basic mechanical parameter of rock；Step S2: in cylindrical blast wave communication process under the conditions of Biaxial Compression, theoretical modeling is carried out to the dynamic mechanical response of blasthole；Step S3: the rock mass under plane strain and plane stress condition is by uniformly horizontal confining pressure PxWith vertical confining pressure PyWhen effect, it is distributed using the static stress that classical Kirsch method calculates blasthole periphery；Step S4: blasthole inner wall solves the dynamic response of blasthole using method of Laplace transformation when by Explosion Loading under plane strain condition；Solve the problems, such as shortage theoretical basis, experiment parameter design guidance, heavy workload and the confining pressure loading method destructible rock sample of previous test method.
Description
Technical field
The present invention relates to rock Biaxial Compression explosion design field, especially a kind of rock Biaxial Compression explosion design side
Method.
Background technique
With the process and industrialized development of urbanization, earth superficial part resource is petered out, and ground surface environment constantly deteriorates,
Human development constantly turns to Earth using the main battle ground of resource.Bore blowing-up method (drilling and blasting method) is due to formation geology condition
Adaptable, excavation is at low cost, is widely used in various subterranean tunnels and excavates and mining activities activity.It is generally believed that in underground
During the digging in space, rock will be in following two stress state: first is that plane stress state, is primarily present in tunnel and opens
Dig boundary, it is characterised in that along excavation face normal stress be zero, and be parallel to excavation face direction there are stress, is i.e. rock is in double
To stress state；Second is that plane strain state, is primarily present in away from the farther away undisturbed rock mass of excavation face, it is considered that at this
Displacement of the rock along canal axes direction should become zero under state, it is characterised in that rock is in three-dimensional stress state.
Explosion response of the rock under differently stress condition is probed into obtain to reasonable deep drill blasting scheme is designed
It takes good deep demolition effect and reduces construction investment cost important in inhibiting.Currently, under some simulation flat states
The instrument of rock Biaxial Compression blasting experiment gradually emerges in large numbers, but since rock shows under confining pressure and explosive load coupling
Complicated mechanical characteristic out now still lacks a kind of effective method for instructing rock blasting plan design.
The prior art one, the twin shaft equivalence air pressure loading device designed in the papers such as Yang Liyun and centre bore explosively loading dress
It sets as depicted in figs. 1 and 2, test material is under the effect of different twin shaft equivalence confining pressures, disintegrating area size caused by centre bore explosion
With the crack rule of development.
The prior art two, the technology is by twin shaft confining pressure loading device and centre bore explosively loading device as shown in figure 3, surveying
Rock is tried under the effect of twin shaft confining pressure, rock disintegrating area size caused by centre bore explosion and the crack rule of development.
Defect of the existing technology, previous rock Biaxial Compression blasting method lack theoretical basis and experiment parameter
Design guidance, experimenter can only be according to parameters such as the single shaft of rock or three axis resistance to compressions, tensile strength to the deformation failure of rock
Mode makes rough judgement, it is difficult to which calculate to a nicety rock pulling open bad, dilative shear failure, cutting in Biaxial Compression explosion test
Contracting destroys and prolongs the critical slope langths mode occurrence conditions such as brittleness conversion, cannot reflect rock stress state in explosion loading procedure
Evolutionary process, and then without standard measure announcement rock Mechanism of Deformation And Failure.
Heavy workload needs to design for mechanical response of the complete reflection rock under confining pressure and explosive load superposition
Many group parameters, wherein certainly will will appear, result is similar or even repeated experimental program.If parameter designing is unreasonable, weight
New development experiment can waste a large amount of manpower and material resources.
Confining pressure loading method destructible rock sample: existing twin shaft confining pressure loading method will generate in rock sample cuts
Stress, the slope that this confining pressure loading method corresponds to load path in stress-space, which is greater than in conventional 30 ° -60 ° of rock, to rub
The corresponding shear yielding face slope in angle.Therefore, under twin shaft confining pressure loading effect, rock is possible will be during static loading just
Failure by shear is produced, and the explosion mechanics response test of subsequent rock can not be carried out again.
Summary of the invention
To solve problems of the prior art, the present invention provides a kind of rock Biaxial Compression blasting design method,
Shortage theoretical basis, experiment parameter design guidance, heavy workload and the confining pressure loading method for solving previous test method are easy
The problem of destroying rock sample.
A kind of rock Biaxial Compression blasting design method, method include the following steps:
Step S1: the basic mechanical parameter of rock is obtained；
Step S2: in cylindrical blast wave communication process under the conditions of Biaxial Compression, to the dynamic mechanical response of blasthole into
Row theoretical modeling；
Step S3: the rock mass under plane strain and plane stress condition is by uniformly horizontal confining pressure PxWith vertical confining pressure Py
When effect, it is distributed using the static stress that classical Kirsch method calculates blasthole periphery；
Step S4: under plane strain condition and blasthole inner wall is when by Explosion Loading, is become using Laplce
Change the dynamic response that method solves blasthole；
Step S5: the calculation of dynamic response based on blasthole under plane strain condition is as a result, the Young bullet for passing through replacement rock
Property modulus E and Poisson's ratio ν, can be obtained the dynamic response of blasthole under plane stress condition；
Step S6: the static stress distribution for calculating the blasthole periphery obtained is superimposed with blasthole explosion dynamic response, and will
Corresponding stress state is projected into stress invariant space, draws under the conditions of different coupled static-dynamic loadingis any list around blasthole
The explosively loading path of member；
Step S7: rock yield function is determined according to Rock Triaxial Compression Experiment data and tension test data, is drawn
It is formed in stress invariant space；
Step S8: judge whether the explosively loading path of the unit in stress invariant space reaches rock yield function；
If it is not, then entering step S9；If so, entering step S10；
Step S9: think that rock does not destroy；
Step S10: according to the position of its yield point, judge under different confining pressures in plane strain or plane stress state
The explosive damage mode of any cell around rock blasthole.
Preferably, the basic mechanical parameter of step S1 must include rock density ρ.
Preferably, parameter can be bulk modulus K, Young's modulus of lasticity E, Rock Poisson Ratio Using ν, the first parameter lambda of Lame and drawing
Any two in the second parameter μ of plum.
Preferably, step S2 includes following sub-step:
Step S21: uniformly distributed horizontal confining pressure PxWith vertical confining pressure PyIt is respectively acting on plane, and additional along plane normal orientation
Power PzEffect, for plane strain condition, in PxAnd PyIn the case where determination, PzSize be only dependent upon Rock Poisson Ratio Using ν；
For plane stress condition, Pz=0；
Step S22: in blasthole inner wall at a time by under the percussion of uniformly distributed blast load, Explosion Loading
Process indicates that then its function representation form of different explosives is different with function F (t)；
Step S23: using blasthole center as origin, polar coordinate system and rectangular coordinate system are established, wherein blasthole diameter a is put down
Distance of any point away from blasthole center is r in face, and angle θ obtains Blasthole model.
Preferably, the static stress that the Kirsch method of step S3 classics calculates blasthole periphery is distributed as
For plane strain condition,Under plane stress conditionIt is 0, in formula,
Respectively radial stress, belt stress and longitudinal stress (along external normal direction),WithFor in-plane stress.
Preferably, the method for Laplace transformation of step S4 are as follows:
In formula, α is any real number and has Re (p) >=α >=0, and Re (p) expression takes real part to p, and p is Laplace operator；T
For special parameter and T=5~10 α,Indicate displacement potential function,Displacement potential letter after indicating Laplace transform
Number, k indicate calculation times.
Preferably, the superposition algorithm of step S6 is that the static stress distribution around blasthole is carried out line with explosion power response
Property superposition
In formula, σijIndicate the stress state of any point around blasthole,Indicate the static stress of any point around blasthole,Indicate the dynamic stress of any point around blasthole.
Rock Biaxial Compression blasting design method of the present invention has the beneficial effect that:
1. at low cost: being only that can reach the purpose for instructing explosion test to design by theoretical calculation, save a large amount of manpower objects
Power.
2. workload is small: a whole set of Modeling Calculation process procedure need to only obtain some fundamental forces for testing rock used
Learn parameter, so that it may set test parameters according to the explosive effect reached is wanted, without by a series of experiments scheme come gradually
It defines.
3. it provides fundamental basis for plane strain with the Biaxial Compression explosion test under plane stress condition, it is dynamic by comparing
Stress trajectory under dead load compound action and surrender relation of plane, the explosion of rock under Accurate Prediction difference static stress state
Stress response and yield failure mode, accurately instruct corresponding experimental designs.
4. can intuitively reflect the evolutionary process of rock stress state in explosion loading procedure by stress trajectory, and can be with
Experimental result is mutually authenticated comparative analysis, changes the defect that can only see final result in previous experiment, thus realize deeper into
Analyze mechanical behavior mechanism system of the rock under confining pressure and explosive load coupling in ground.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of the prior art one.
Fig. 2 is the A-A the schematic diagram of the section structure of the prior art one
Fig. 3 is the structural schematic diagram of the prior art two.
Fig. 4 is a kind of overall block flow diagram of rock Biaxial Compression blasting design method of the present invention.
Fig. 5 is cylinder blast wave propagation under a kind of plane strain condition of rock Biaxial Compression blasting design method of the present invention
The computation model figure of process.
Fig. 6 is cylinder blast wave propagation under a kind of plane stress condition of rock Biaxial Compression blasting design method of the present invention
The computation model figure of process.
Fig. 7 is indiana limestone under a kind of plane strain condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path profile.
Fig. 8 is indiana limestone under a kind of plane stress condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path profile.
Fig. 9 is indiana limestone under a kind of plane strain condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path profile.
Figure 10 is indiana limestone under a kind of plane stress condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path profile.
Figure 11 is indiana limestone under a kind of plane strain condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path X-direction figure.
Figure 12 is indiana limestone under a kind of plane stress condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path X-direction figure.
Figure 13 is indiana limestone under a kind of plane strain condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path Y-direction figure.
Figure 14 is indiana limestone under a kind of plane stress condition of rock Biaxial Compression blasting design method of the present invention
Explosively loading path Y-direction figure.
Specific embodiment
A specific embodiment of the 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 embodiment, 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 column of protection.
As shown in figure 4, a kind of rock Biaxial Compression blasting design method, method include the following steps:
Step S1: the basic mechanical parameter of rock is obtained；
Step S2: in cylindrical blast wave communication process under the conditions of Biaxial Compression, to the dynamic mechanical response of blasthole into
Row theoretical modeling；
Step S3: the rock mass under plane strain and plane stress condition is by uniformly horizontal confining pressure PxWith vertical confining pressure Py
When effect, it is distributed using the static stress that classical Kirsch method calculates blasthole periphery；
Step S4: under plane strain condition and blasthole inner wall is when by Explosion Loading, is become using Laplce
Change the dynamic response that method solves blasthole；
Step S5: the calculation of dynamic response based on blasthole under plane strain condition is as a result, the Young bullet for passing through replacement rock
Property modulus E and Poisson's ratio ν, can be obtained the dynamic response of blasthole under plane stress condition；
Step S6: the static stress distribution for calculating the blasthole periphery obtained is superimposed with blasthole explosion dynamic response, and will
Corresponding stress state is projected into stress invariant space, draws under the conditions of different coupled static-dynamic loadingis any list around blasthole
The explosively loading path of member；
Step S7: rock yield function is determined according to Rock Triaxial Compression Experiment data and tension test data, is drawn
It is formed in stress invariant space；
Step S8: judge whether the explosively loading path of the unit in stress invariant space reaches rock yield function；
If it is not, then entering step S9；If so, entering step S10；
Step S9: think that rock does not destroy；
Step S10: according to the position of its yield point, judge under different confining pressures in plane strain or plane stress state
The explosive damage mode of any cell around rock blasthole.
The basic mechanical parameter of the step S1 of the present embodiment must include rock density ρ.
The parameter of the present embodiment can be bulk modulus K, Young's modulus of lasticity E, Rock Poisson Ratio Using ν, the first parameter lambda of Lame
With any two in the second parameter μ of Lame.
The step S2 of the present embodiment includes following sub-step:
As shown in Figure 5 and Figure 6, step S21: uniformly distributed horizontal confining pressure PxWith vertical confining pressure PyIt is respectively acting on plane, and along flat
The additional power P of face normal orientationzEffect, for plane strain condition, in PxAnd PyIn the case where determination, PzSize only depend on
In Rock Poisson Ratio Using ν；For plane stress condition, Pz=0；
Step S22: in blasthole inner wall at a time by under the percussion of uniformly distributed blast load, Explosion Loading
Process indicates that then its function representation form of different explosives is different with function F (t)；
Step S23: using blasthole center as origin, polar coordinate system and rectangular coordinate system are established, wherein blasthole diameter a is put down
Distance of any point away from blasthole center is r in face, and angle θ obtains Blasthole model.
The static stress that the Kirsch method of the step S3 classics of the present embodiment calculates blasthole periphery is distributed as
For plane strain condition,Under plane stress conditionIt is 0, in formula,
Respectively radial stress, belt stress and longitudinal stress (along external normal direction),WithFor in-plane stress.
The method of Laplace transformation of the step S4 of the present embodiment are as follows:
In formula, α is any real number and has Re (p) >=α >=0, and Re (p) expression takes real part to p, and p is Laplace operator；T
For special parameter and T=5~10 α,Indicate displacement potential function,Displacement potential letter after indicating Laplace transform
Number, k indicate calculation times.
The superposition algorithm of the step S6 of the present embodiment is to respond the static stress distribution around blasthole with explosion power
Carry out linear superposition
In formula, σijIndicate the stress state of any point around blasthole,Indicate the static stress of any point around blasthole,Indicate the dynamic stress of any point around blasthole.
The present embodiment carries out instance analysis, print when implementing, to indiana limestone common in Rock Mechanics Test
The density of An Na limestone is 2320kg/m3, elastic modulus E 23.5GPa, Poisson's ratio ν are 0.26, thus remaining parameter can be led
Out.
(1) Calculation Plane strain is under plane stress condition, and rock is by uniformly horizontal confining pressure PxWith vertical confining pressure PyEffect
When, the static stress distribution on blasthole periphery.Formula is following (subscript s indicates static stress component):
For plane strain condition,Under plane stress conditionIt is 0.
In formula,Respectively radial stress, belt stress and longitudinal stress (along external normal direction),WithFor in-plane stress.
(2) it is moved when blasthole inner wall is at a time impacted by uniformly distributed blast load F (t) under Calculation Plane strained condition
State response, governing equation are as follows:
In formula,To be displaced potential function, t is any time after detonation, and F (t) is blast load time graph, this
Its expression formula is writeable in example are as follows:
F (t)=PVN(eγ/n)ntne-γt (8)
PVNFor blast wave forefront pressure, n and γ are special parameter, often take 3 and 0.7 respectively.
Method of Laplace transformation is used to formula (4), is solved:
S in formula1=F (p)/(+2 μ of λ), s2=p/vp, t'=(r-a)/vp, k=vp/vs, H (t-t ') is He Wei Saden rank
Jump function, and p is Laplace operator, K0And K1The respectively zero and first order derivative of the second class modified Bessel function.
Formula (9) cannot directly find out analytic solutions, need to be solved using Laplce's numerical value against changing method, formula are as follows:
In formula, α is any real number and has Re (p) >=α >=0, and T is special parameter and α T=5~10, k are calculation times, one
As be 500-5000.This example takes α=1/6, T=60, n=5000.
Dynamic stress response (the subscript d table under Blast Loads around blasthole can be finally calculated according to displacement potential function
Show dynamic stress component):
For plane strain condition
(3) rock dynamic when blasthole inner wall is impacted by uniformly distributed blast load F (t) under Calculation Plane stress condition is rung
It answers, it is only necessary to by longitudinal stressIt is set as 0, and replacement can (E' and ν ' respectively indicate the rock under plane stress state to work as follows
Elasticity modulus and Poisson's ratio):
E'=E (1+2 ν)/(1+ ν)2 (13)
ν '=ν/(1+ ν) (14)
(4) yield function of indiana limestone is drawn in stress invariant space, while the rock obtained will be calculated
The distribution of stone static stress is overlapped with explosion power response, and corresponding stress time-history curves are projected to stress invariant sky
Between in, draw the explosively loading path of any cell around the blasthole under the conditions of different coupled static-dynamic loadingis.
(5) shown in Fig. 7 to Figure 14, the unit illustrated on rock blasthole wall is made in different confining pressures and different explosive loads
Loading procedure under, bracket are interior for the surrender time.Rock yield face is divided into 3 parts, pulls open bad section, dilative shear failure section and cuts contracting
It destroys section (as shown in Figure 7), cutting swollen section with the intersection point (i.e. hump) for cutting contracting section is that rock prolongs brittle break transfer point.Stress
Track and surrender relation of plane mainly have following four:
1. non-intersecting: representing rock and do not surrender, be in elastic vibration state.
2. intersecting at tensile stress section: represent rock pull open it is bad, feature be generate be parallel to biggest principal stress direction
Drawing crack seam.
Swollen section is cut 3. intersecting at: representing rock and brittle shear failure occurs, feature is that swollen, dilatation, normal companion are cut in rock generation
With the reduction of the enhancing of rock permeability and rigidity, intensity.
Contracting section is cut 4. intersecting at: representing rock and ductile fracture occurs, feature is that under Blast Loads hole occurs for rock
Gap compression, rock interior generate a large amount of micro-cracks, consume big energy, the permeability of rock may be decreased, rigidity, intensity
It may improve.
Therefore, according to the intersection situation and its surrender time of stress trajectory and yield surface, can clearly judge to enclose in difference
It is in the deformation failure models of plane strain and plane stress state rock under pressure and different Blast Loads, and then is twin shaft
It compresses explosion test design and basic theory guidance is provided, while can also be compared and analyzed with experimental result.
Claims (7)
1. a kind of rock Biaxial Compression blasting design method, which is characterized in that method includes the following steps:
Step S1: the basic mechanical parameter of rock is obtained；
Step S2: in cylindrical blast wave communication process under the conditions of Biaxial Compression, the dynamic mechanical response of blasthole is managed
By modeling；
Step S3: the rock mass under plane strain and plane stress condition is by uniformly horizontal confining pressure PxWith vertical confining pressure PyEffect
When, it is distributed using the static stress that classical Kirsch method calculates blasthole periphery；
Step S4: under plane strain condition and blasthole inner wall is when by Explosion Loading, using method of Laplace transformation
Solve the dynamic response of blasthole；
Step S5: the calculation of dynamic response based on blasthole under plane strain condition is as a result, the Young springform for passing through replacement rock
E and Poisson's ratio ν is measured, the dynamic response of blasthole under plane stress condition can be obtained；
Step S6: the static stress distribution for calculating the blasthole periphery obtained is superimposed with blasthole explosion dynamic response, and will be corresponding
Stress state project into stress invariant space, draw under the conditions of different coupled static-dynamic loadingis any cell around blasthole
Explosively loading path；
Step S7: rock yield function is determined according to Rock Triaxial Compression Experiment data and tension test data, is drawn on
In stress invariant space；
Step S8: judge whether the explosively loading path of the unit in stress invariant space reaches rock yield function；If it is not,
Then enter step S9；If so, entering step S10；
Step S9: think that rock does not destroy；
Step S10: according to the position of its yield point, judge the rock under different confining pressures in plane strain or plane stress state
The explosive damage mode of any cell around blasthole.
2. rock Biaxial Compression blasting design method according to claim 1, which is characterized in that the step S1's is basic
Mechanics parameter must include rock density ρ.
3. rock Biaxial Compression blasting design method according to claim 2, which is characterized in that the parameter can be volume
Modulus K, Young's modulus of lasticity E, any two in the second parameter μ of Rock Poisson Ratio Using ν, the first parameter lambda of Lame and Lame.
4. rock Biaxial Compression blasting design method according to claim 1, which is characterized in that the step S2 includes such as
Lower sub-step:
Step S21: uniformly distributed horizontal confining pressure PxWith vertical confining pressure PyIt is respectively acting on plane, and the power additional along plane normal orientation
PzEffect, for plane strain condition, in PxAnd PyIn the case where determination, PzSize be only dependent upon Rock Poisson Ratio Using ν；For
Plane stress condition, Pz=0；
Step S22: in blasthole inner wall at a time by under the percussion of uniformly distributed blast load, Explosion Loading process
It is indicated with function F (t), then its function representation form of different explosives is different；
Step S23: using blasthole center as origin, polar coordinate system and rectangular coordinate system are established, wherein blasthole diameter a, in plane
Distance of any point away from blasthole center is r, and angle θ obtains Blasthole model.
5. rock Biaxial Compression blasting design method according to claim 1, which is characterized in that the step S3 classics
The static stress that Kirsch method calculates blasthole periphery is distributed as
For plane strain condition,Under plane stress conditionIt is 0, in formula, Respectively
It is radial stress, belt stress and longitudinal stress along external normal direction,WithFor in-plane stress.
6. rock Biaxial Compression blasting design method according to claim 1, which is characterized in that the La Pu of the step S4
Lars converter technique are as follows:
In formula, α is any real number and has Re (p) >=α >=0, and Re (p) expression takes real part to p, and p is Laplace operator；T is spy
Determine parameter and T=5~10 α,Indicate displacement potential function,Displacement potential function after indicating Laplace transform, k
Indicate calculation times.
7. rock Biaxial Compression blasting design method according to claim 1, which is characterized in that the superposition of the step S6
Algorithm is that the static stress distribution around blasthole is carried out linear superposition with explosion power response
In formula, σijIndicate the stress state of any point around blasthole,Indicate the static stress of any point around blasthole,Table
Show the dynamic stress of any point around blasthole.
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| CN112414852A (en) * | 2020-10-12 | 2021-02-26 | 山东大学 | System and method for testing dynamic damage performance of water-containing fracture |
| CN113074858A (en) * | 2021-04-01 | 2021-07-06 | 昆明理工大学 | Sensing system for measuring dynamic blasting state, sample system and test method |
| CN113109162A (en) * | 2021-04-13 | 2021-07-13 | 西南石油大学 | Rock fracture initiation pressure calculation method based on thermo-fluid-solid coupling |
| CN115290474A (en) * | 2022-08-02 | 2022-11-04 | 天津大学 | Tunnel group drilling and blasting excavation experimental device and method under plane stress |
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| CN112414852B (en) * | 2020-10-12 | 2021-10-29 | 山东大学 | System and method for testing dynamic damage performance of water-containing fracture |
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