CN109522611A - Novel Rock Damage constitutive model construction method and device - Google Patents
Novel Rock Damage constitutive model construction method and device Download PDFInfo
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Abstract
The present invention relates to a kind of novel Rock Damage constitutive model construction methods, including the following steps: step S10: being based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified damage constructive model of rock mass；Step S20: the microscopic damage variable of the macroscopic damage tensor sum micro-crack at joint is calculated separately, the jointed rock mass mechanical model of macro microscopic damage is established according to principle of stacking；Step S30: according to damage mechanics theory, building obtains the Rock Damage constitutive model with gross imperfection and microdefect coupling.Novel Rock Damage constitutive model construction method and device provided by the invention provide a kind of Rock Damage constitutive model for the consideration both macro and micro defect coupled that principle is simple and convenient to operate, is low in cost, result is rationally reliable, using the Rock Damage constitutive model in excavation slope engineering design, limit of mining can be reasonably and accurately drawn a circle to approve.
Description
Technical field
The present invention relates to geotechnical engineering Constitutive Models Study fields, more particularly to a kind of novel Rock Damage constitutive model
Construction method and device.
Background technique
Rock is a kind of natural geological materials, and internal includes the defect of various random distributions, under external load function, this
A little defects will multiply and development, rock interior structural mechanical property will also recur variation.The damage and failure process of rock is real
It is that the thin formation for seeing upper defect is corrupted to from microcosmic structure on border, the perforation for finally developing into macroscopic cracking destroys, in fact
It is a process from quantitative change to qualitative change on border.Statistical damage mechanics is the effective ways of study of rocks rupture process.
In elastic damage analysis, the distribution function of quasi-brittle material performance still cannot be theoretically derived at present, one
A simple improved route is an attempt to other different intensive probable distribution forms.To rock type materials destructive process analysis in,
It is done frequently with Weibull distribution, normal distribution, class Weibull distribution and more comprehensively discusses and dissect, more just using logarithm
State distribution is used as improved method, should exclude just suitable for carefully seeing probabilistic volume element in construction elastic damage analysis, while also demonstrating
State distribution and class Weibull are distributed in the application in elastic damage probabilistic model.
Application of the damage mechanics in rock mass engineering project includes: that static(al) acquires dynamics, elasticity is arrived to elastoplasticity, intact rock
Rock mass etc. containing microdefect.But the limit of the complexity due to rock mass engineering project, uncertainty and theoretical method, experimental condition
System, Rock Damage Problems need to be furtherd investigate.To sum up, why damage mechanics can be applied in rock mass (stone) mechanics,
Exactly because rock interior is but the current damage containing microdefect (micro-crack, Micro-v oid etc.), the material with initial damage
But do not consider the microdefect in rock in wound model, and microdefect can't because gross imperfection there are due to lack, therefore, will be macro
It sees defect and is considered as the deciding factor that Rock Nature deteriorates, the damage for carrying out study of rocks then in conjunction with statistical strength theory is drilled
Change process is relatively reasonable.
There is related researcher that rock mass materials are divided into gap and skeleton two parts, from rock deformation mechanical process and mechanics
Mechanism analyzes the deformation failure of rock, and ignoring damaged portion still has bearing capacity.It is assumed that the strain of damaged portion with do not damage
The strain in traumatic part point is mutually coordinated, however rock constantly generates new micro-crack, primary initial crack in loading procedure
It will constantly extend, penetrate through even formation macroscopic cracking, flaw size and density will all generate variation in rock, accordingly to rock
Stone each section incompatible deformation generates new influence, and the model curve and trial curve established still have larger gap, and not
Consider contacting between damaged portion and gap, rock material is only divided into gap and skeleton two parts are studied improperly, therefore, is had
The necessary analog study for further improving the rock deformation overall process based on defect theory.
Related experiment shows: simultaneous macro microscopic damage has an impact the mechanical property of rock mass in rock mass, and
There is likely to be complicated interactions between them.Therefore, how preferably to reflect that these two types of defects are dynamic to rock mass simultaneously
The influence of state mechanical property is then an important topic urgently to be resolved in current rock mass dynamic damage mechanics study.
Summary of the invention
Based on this, it is necessary at least one problem mentioned above, provide a kind of novel Rock Damage constitutive model
Construction method.
A kind of novel Rock Damage constitutive model construction method, including the following steps:
Step S10: it is based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified damage of rock
Constitutive model；
Step S20: the microscopic damage variable of the macroscopic damage tensor sum micro-crack at joint is calculated separately, according to principle of stacking
Establish the jointed rock mass mechanical model of macro microscopic damage；
Step S30: according to damage mechanics theory, building obtains the Rock Damage with gross imperfection and microdefect coupling
Constitutive model.
The coefficient of bearing caoacity of the attacking material includes elastic modulus E, Poisson's ratio μ, interior rubs in one of the embodiments,
Wipe angle φ and cohesive force c；The step S10 is specifically included:
Step S11: being based on Hoek-Brown failure criteria, and rock micro-unit strength F is represented by formula (1):
Wherein σ1And σ3Respectively minimum and maximum principal effective stress, σcFor the uniaxial compressive strength of intact rock；M, s and a
For material constant；
Step S12: according to Hooke's law, by σ1=2G ε1+λ(ε1+ε2+ε3) and σ3=2G ε3+λ(ε1+ε2+ε3) substitute into formula
(1) in, micro-unit strength expression formula (2) are obtained:
Wherein ε1、ε2、ε3Respectively with principal stress σ1、σ2、σ3Corresponding strain, ε1For axial strain, ε2=ε3It is answered for circumferential direction
Become；
Step S13: according to logarithm normal distribution, probability density function is calculated to obtain are as follows:
It is formula (3) to obtain the damage variable equation of rock:
Step S14: according to geometrical condition (d σ at rock mechanics peak of curve point1)/(dε1)=0, concurrently sets peak point
Locate σ1=σc, ε1=εc, σ3=σ3c, ε3=ε3c, determine the lognormal distribution parameter S of step S23 Chinese style (3)0And F0, F0=
lnFc-XS0With
Obtain modified damage constructive model of rock mass expression formula:
Wherein γ is impact factor, characterizes the relationship between attacking material and the microdefect changed by material damage, table
Up to formula are as follows:
The step S20 is specifically included in one of the embodiments:
According to the relationship between the elastic constant and damage tensor of jointed rock mass: [E]=(I- Ω) [E0] (5),
Wherein [E0] and [E] be respectively the elasticity tensor of intact rock and jointed rock mass, I is unit tensor, and Ω is jointed rock mass
Damage tensor, and by the Rock Damage tensor containing one group of parallel cracks is defined as:
According to rock mass structure probability statistics model, estimate jointed rock mass damage tensor:
λiFor i-th group of joint surface density, unit item/m2；diFor i-th group of joint average diameter, the mark being generally taken as in plane is long；
niFor the unit normal vector at i-th group of joint；
It follows that the rock mass containing m group joint, overall impairment Ω is indicated are as follows:
The step S30 specifically includes the following steps in one of the embodiments:
Step S31: according to the condition of damage coupling, have: ε12=ε01+ε02-ε00(9),
Wherein ε12、ε01、ε02And ε00The rock for respectively indicating the rock mass simultaneously containing both macro and micro defect, containing only gross imperfection
The strain that body, the rock for containing only microdefect and the virtual rock for being entirely free of damage generate under stress；E12、E01、
E02And E00Respectively their elasticity modulus, then have:
Step S32: known by Lemaitre hypothesis:It can be obtained after arranging:
Wherein D1For macroscopic damage on stress direction caused by damage, D2For microscopic damage on stress direction caused by damage
Wound, D12For the Coupling Damage of macroscopic damage and microscopic damage on stress direction；
Step S33: using the method for Kawamoto, introducing damage tensor Ω, then: Ω=DN, and N is a second order pair in formula
Claim tensor；
Step S34: carrying out a quantification treatment to it, and formula (10) becomes:
If assuming damage variable caused by the microdefect that damage tensor caused by the gross imperfection at joint is Ω, micro-crack
For D, then Coupling Damage variable Ω caused by the defect of both different scales12Are as follows:
According to the modified damage constructive model of rock mass obtained in step S10, obtain with gross imperfection and microdefect
The Rock Damage constitutive model of coupling:
Wherein { σ } is nominal stress matrix；[E0] be intact rock elasticity tensor；{ ε } is strain matrix；[γ] is based on shadow
Ring the matrix about elasticity tensor that factor gamma obtains；{ k } is the matrix about strain obtained based on parameter k.
Further, in formula N calculation method are as follows:
For the rock mass of the intermittent fracture containing single group, the normal direction for setting intermittent fracture and x-axis angle is β: it is non-to set the group
The unit normal vector for penetrating through crack is n, then has:
For the rock mass containing intermittent fracture more than two, setting has M group intermittent fracture in rock mass, unit normal direction arrow
Amount is respectively n(m)(m=1,2 ..., M), and
The novel Rock Damage constitutive model construction method further includes verification method in one of the embodiments, institute
Verification method is stated to include the following steps:
The damage tensor at a macroscopical joint in calculation testing piece according to damage tensor and described has gross imperfection and microcosmic
The Rock Damage constitutive model of defect coupled obtains the macro microscopic damage coupling stress strain curve of the test specimen；
The compression test of jointed rock mass is carried out for the test specimen, obtains compression test curve；
The macro microscopic damage coupling stress strain curve and the compression test curve are compared, obtain verifying fitting knot
Fruit.
Present invention simultaneously provides a kind of novel Rock Damage constitutive model construction devices, comprising:
First obtains module, for being based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified
Damage constructive model of rock mass；
Second obtains module, the microscopic damage variable of the macroscopic damage tensor sum micro-crack for calculating separately joint, root
The jointed rock mass mechanical model of macro microscopic damage is established according to principle of stacking；
Model construction module, for according to damage mechanics theory, building to obtain coupling with gross imperfection and microdefect
Rock Damage constitutive model.
Novel Rock Damage constitutive model construction device in one of the embodiments, further include:
Authentication module, for executing the following steps:
The damage tensor at a macroscopical joint in calculation testing piece according to damage tensor and described has gross imperfection and microcosmic
The Rock Damage constitutive model of defect coupled obtains the macro microscopic damage coupling stress strain curve of the test specimen；
The compression test of jointed rock mass is carried out for the test specimen, obtains compression test curve；
The macro microscopic damage coupling stress strain curve and the compression test curve are compared, obtain verifying fitting knot
Fruit.
The present invention accordingly provides a kind of terminal device, including memory, processor and storage are on a memory and can be
The computer program run on processor, the processor realize above-mentioned novel this structure of Rock Damage mould when executing described program
Type construction method.
Novel Rock Damage constitutive model construction method and device provided by the invention provide that a kind of principle is simple, operation
The Rock Damage constitutive model of the rationally reliable consideration both macro and micro defect coupled of convenient, low in cost, result, using the rock
Bulk damage constitutive model can reasonably and accurately draw a circle to approve limit of mining in excavation slope engineering design.
Detailed description of the invention
Fig. 1 is the method flow diagram of novel Rock Damage constitutive model construction method in one embodiment of the invention；
Fig. 2 is the verification step flow chart in one embodiment of the invention in novel Rock Damage constitutive model construction method；
Fig. 3 is the structural block diagram of novel Rock Damage constitutive model construction device in one embodiment of the invention.
Specific embodiment
To facilitate the understanding of the present invention, a more comprehensive description of the invention is given in the following sections with reference to the relevant attached drawings.In attached drawing
Give presently preferred embodiments of the present invention.But the invention can be realized in many different forms, however it is not limited to this paper institute
The embodiment of description.On the contrary, purpose of providing these embodiments is keeps the understanding to the disclosure more thorough
Comprehensively.
It should be noted that it can directly on the other element when element is referred to as " being fixed on " another element
Or there may also be elements placed in the middle.When an element is considered as " connection " another element, it, which can be, is directly connected to
To another element or it may be simultaneously present centering elements.
Unless otherwise defined, all technical and scientific terms used herein and belong to technical field of the invention
The normally understood meaning of technical staff is identical.Term as used herein in the specification of the present invention is intended merely to description tool
The purpose of the embodiment of body, it is not intended that in the limitation present invention.Term as used herein "and/or" includes one or more phases
Any and all combinations of the listed item of pass.
A kind of novel Rock Damage constitutive model construction method is provided in one embodiment of the invention, as shown in Figure 1, including
The following steps:
Step S10: it is based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified damage of rock
Constitutive model.
Step S20: the microscopic damage variable of the macroscopic damage tensor sum micro-crack at joint is calculated separately, according to principle of stacking
Establish the jointed rock mass mechanical model of macro microscopic damage.
Step S30: according to damage mechanics theory, building obtains the Rock Damage with gross imperfection and microdefect coupling
Constitutive model.
Specifically, the coefficient of bearing caoacity of attacking material includes elastic modulus E, Poisson's ratio μ, internalfrictionangleφ and cohesive force c,
These parameters are obtained from geological materials database or exploration field measurement data, for example, by using the side of indoor rock mechanics experiment
Method gets step S10 in real time and specifically includes:
Step S11: being based on Hoek-Brown failure criteria, and rock micro-unit strength F is represented by formula (1):
Wherein σ1And σ3Respectively minimum and maximum principal effective stress, σcFor uniaxial compressive strength m, s and a of intact rock
For material constant, m reflects the soft or hard degree of rock, and the value between 0.0000001 and 25, maximum value and minimum value respectively correspond
Fragmented rock body and rockmass；S then reflects rock crushing degree, between zero and one value, and minimum value and maximum value are right respectively
Answer fragmented rock body and rockmass；A indicates the constant of jointed rock mass, general value 0.5.It is former based on the strain equivalence after popularization
Reason considers that attacking material still has certain bearing capacity, proposes the modified damage constructive model of rock mass of allowed for influencing factors, phase
Damage variable is defined as by Guan researcher earliestD is damage variable, A in formula0For nothing
The initial cross sectional area of material is damaged,For the Payload area or net area after damage of material.When not damaged,D=0；When damage and failure,D=1.On this basis, strain equivalence principle is by the description and measurement to damage
It is converted into the variation of modulus before and after measuring material load-bearing indirectly, solves and is difficult to directly measure damaged material effective cross-sectional area
Difficulty opens road for the development and practical application of defect theory.Briefly, which thinks, stress is in impaired material
The caused deformation of material is equivalent to the deformation acted on a virtual nondestructive material, and the loaded area of virtual nondestructive material is equal to
The actually active loaded area of damaged material.
Step S12: according to Hooke's law, by σ1=2G ε1+λ(ε1+ε2+ε3) and σ3=2G ε3+λ(ε1+ε2+ε3) substitute into formula
(1) in, micro-unit strength expression formula (2) are obtained:
ε1、ε2、ε3Respectively with principal stress σ1、σ2、σ3Corresponding strain, ε1Also referred to as axial strain, the feelings considered herein
Condition is conventional compact test, i.e. σ2=σ3, so ε in text2=ε3, referred to as hoop strain.
Step S13: according to logarithm normal distribution, probability density function is calculated to obtain are as follows:
It is formula (3) to obtain the damage variable equation of rock:
Above-mentioned calculation and result thing are it is assumed that rock micro-unit strength F was obtained under the premise of obeying logarithm normal distribution.
Step S14: according to geometrical condition (d σ at rock mechanics peak of curve point1)/(dε1)=0, concurrently sets peak point
Locate σ1=σc, ε1=εc, σ3=σ3c, ε3=ε3c, determine the lognormal distribution parameter S of step S23 Chinese style (3)0And F0, F0=
lnFc-XS0With
Further according to aforementioned formula, modified damage constructive model of rock mass expression formula is obtained:
Wherein γ is impact factor, characterizes the relationship between attacking material and the microdefect changed by material damage, table
Up to formula are as follows:
Preferably, abovementioned steps S20 is specifically included:
According to the relationship between the elastic constant and damage tensor of jointed rock mass: [E]=(I- Ω) [E0] (5),
Wherein [E0] and [E] be respectively the elasticity tensor of intact rock and jointed rock mass, I is unit tensor, and Ω is jointed rock mass
Damage tensor, and by the Rock Damage tensor containing one group of parallel cracks is defined as:
In formula: l is joint average headway；V is sample volume；N0For joint number in sample；akFor kth joint surface in sample
Product；nkFor the unit normal vector in sample on the surface of kth joint.According to rock mass structure probability statistics model, section is estimated to obtain
Manage the damage tensor of rock mass:λiFor i-th group of joint surface density, unit item/m2；di
For i-th group of joint average diameter, the mark being generally taken as in plane is long；niFor the unit normal vector at i-th group of joint.
It follows that the rock mass containing m group joint, overall impairment Ω is indicated are as follows:
As a preferred scheme, step S30 specifically includes the following steps:
Step S31: according to the condition of damage coupling, have: ε12=ε01+ε02-ε00(9),
Wherein ε12、ε01、ε02And ε00The rock for respectively indicating the rock mass simultaneously containing both macro and micro defect, containing only gross imperfection
The strain that body, the rock for containing only microdefect and the virtual rock for being entirely free of damage generate under stress, E12、E01、
E02And E00Respectively their elasticity modulus, then have:Considering both macro and micro damage coupling
When should follow the basic assumption i.e. Lemaitre of damage mechanics it is assumed that strain equivalence principle is coupled, and cannot be by two kinds
Damage is simply superimposed, and the condition for damaging coupling is the damage strain caused by two kinds of damages respectively under certain stress
It is strained with being equal to caused by Coupling Damage.
Step S32: known by Lemaitre hypothesis:It can be obtained after arranging:
Wherein D1For macroscopic damage on stress direction caused by damage, D2For microscopic damage on stress direction caused by damage
Wound, D12For the Coupling Damage of macroscopic damage and microscopic damage on stress direction.
Step S33: using the method for Kawamoto, introducing damage tensor Ω, then: Ω=DN, and N is a second order pair in formula
Claim tensor.Specifically, in formula N calculation method are as follows:
For the rock mass of the intermittent fracture containing single group, the normal direction for setting intermittent fracture and x-axis angle is β: it is non-to set the group
The unit normal vector for penetrating through crack is n, then has:
For the rock mass containing intermittent fracture more than two, setting has M group intermittent fracture in rock mass, unit normal direction arrow
Amount is respectively n(m)(m=1,2 ..., M), and
Step S34: carrying out a quantification treatment to it, and formula (10) becomes:
If assuming damage variable caused by the microdefect that damage tensor caused by the gross imperfection at joint is Ω, micro-crack
For D, then Coupling Damage variable Ω caused by the defect of both different scales12Are as follows:
Jointed rock mass exists simultaneously two class defect of both macro and micro, they all play the work of reduction rock mass stiffness and intensity
With, therefore the collective effect of 2 kinds of different defects should be comprehensively considered in jointed rock mass mechanical analysis.According to damage mechanics theory,
The then both macro and micro Coupling Damage variable as shown in formula (12), in conjunction with modified this structure of damage of rock obtained in step S10
Model obtains the Rock Damage constitutive model with gross imperfection and microdefect coupling:
Wherein { σ } is nominal stress matrix；[E0] be intact rock elasticity tensor；{ ε } is strain matrix；[γ] is based on shadow
Ring the matrix about elasticity tensor that factor gamma obtains；{ k } is the matrix about strain obtained based on parameter k.
As a preferred scheme, novel Rock Damage constitutive model construction method further includes verification method S40, is such as schemed
Shown in 2, verification method S40 includes step S41~S43:
Step S41: the damage tensor at a macroscopical joint in calculation testing piece, according to damage tensor and have gross imperfection and
The Rock Damage constitutive model of microdefect coupling, obtains the macro microscopic damage coupling stress strain curve of the test specimen.
Step S42: carrying out the compression test of jointed rock mass for test specimen, obtains compression test curve.
Step S43: macro microscopic damage coupling stress strain curve and compression test curve are compared, and obtain verifying fitting knot
Fruit.Assuming that there is a macroscopical joint in test specimen, since the presence at joint makes rock mass generate anisotropic damage, joint is deposited herein
It is being the defect of macro-scale, but all rocks itself all have microdefect, therefore combine microdefect and macroscopic view
Defect constructs the constitutive model for considering coupling both macro and micro damage, according to indoor rock mechanics experiment result, it can be deduced that
The stress-strain diagram of measurement, by formula (4) it is found that constitutive model is inherently about the expression formula of ess-strain, therefore, herein
Relevant parameter is determined according to test measurement result, is then substituted into this model again and is obtained theoretical stress-strain diagram by computer,
The goodness of fit is compared according to the stress-strain diagram of measurement and theoretical stress-strain diagram, if degree of agreement is preferable, illustrates this
The reasonability of model, so as to which this model to be applied in actual production research.
Novel Rock Damage constitutive model construction method provided by the invention is that one kind can be by computer implemented mould
Type construction method, present invention simultaneously provides a kind of novel Rock Damage constitutive model construction devices, as shown in Figure 3, comprising:
First obtains module 100, for being based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, acquisition is repaired
Positive damage constructive model of rock mass.
Second acquisition module 200, the microscopic damage variable of the macroscopic damage tensor sum micro-crack for calculating separately joint,
The jointed rock mass mechanical model of macro microscopic damage is established according to principle of stacking.
Model construction module 300, for according to damage mechanics theory, building to be obtained with gross imperfection and microdefect coupling
The Rock Damage constitutive model of conjunction.
It is further preferred that novel Rock Damage constitutive model construction device further include:
Authentication module, the authentication module is for executing the following steps, i.e., verification step S40 above-mentioned:
The damage tensor at a macroscopical joint in calculation testing piece according to damage tensor and described has gross imperfection and microcosmic
The Rock Damage constitutive model of defect coupled obtains the macro microscopic damage coupling stress strain curve of the test specimen；
The compression test of jointed rock mass is carried out for the test specimen, obtains compression test curve；
The macro microscopic damage coupling stress strain curve and the compression test curve are compared, obtain verifying fitting knot
Fruit.
Logical thinking based on computer system, the present invention accordingly provide a kind of terminal device, including memory, processing
On a memory and the computer program that can run on a processor, when processor execution described program, is realized above-mentioned for device and storage
Novel Rock Damage constitutive model construction method.
The present invention provides a kind of construction method for considering macro microcosmic Rock Damage constitutive model, based on the strain etc. after popularization
Valence principle proposes that impact factor is used to characterize the relationship between attacking material and the microdefect changed by material damage, is based on
The micro-unit strength of rock meets broad sense Hoek-Brown failure criteria and logarithm normal distribution, according to Complete Stress-Strain Relationship of Rock curve peak
Geometrical condition at value, determines distribution parameter S0And F0Expression formula, establish consider microdefect damage of rock this structure mould
Type.Then the probability statistics model for applying rock mass structure, estimates the damage tensor of jointed rock mass.Finally consider both macro and micro damage
The basic assumption i.e. Lemaitre of damage mechanics is followed when wound coupling it is assumed that establishing the rock mass damage of both macro and micro defect coupled
Hurt constitutive model, and passes through the verification experimental verification reasonability of model.The method of the present invention is that theory deduction is combined with verification experimental verification
Method, be suitable for through computer application, have the characteristics that it is convenient with it is efficient.Consideration both macro and micro established by the present invention lacks
Rock Damage constitutive model theoretical curve and the agreement with experimental data for falling into coupling are preferable, more can accurately reflect various confining pressures
The affecting laws that lower damage of rock develops, so that the design and construction for similar rock side slope engineering provide theoretical direction.
Each technical characteristic of embodiment described above can be combined arbitrarily, for simplicity of description, not to above-mentioned reality
It applies all possible combination of each technical characteristic in example to be all described, as long as however, the combination of these technical characteristics is not deposited
In contradiction, all should be considered as described in this specification.
The embodiments described above only express several embodiments of the present invention, and the description thereof is more specific and detailed, but simultaneously
It cannot therefore be construed as limiting the scope of the patent.It should be pointed out that coming for those of ordinary skill in the art
It says, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to protection of the invention
Range.Therefore, the scope of protection of the patent of the invention shall be subject to the appended claims.
Claims (9)
1. a kind of novel Rock Damage constitutive model construction method, characterized in that it comprises the following steps:
Step S10: it is based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified this structure of damage of rock
Model；
Step S20: the microscopic damage variable of the macroscopic damage tensor sum micro-crack at joint is calculated separately, is established according to principle of stacking
The jointed rock mass mechanical model of macro microscopic damage；
Step S30: according to damage mechanics theory, building obtains having gross imperfection and the Rock Damage of microdefect coupling this structure
Model.
2. novel Rock Damage constitutive model construction method according to claim 1, which is characterized in that the attacking material
Coefficient of bearing caoacity include elastic modulus E, Poisson's ratio μ, internalfrictionangleφ and cohesive force c；The step S10 is specifically included:
Step S11: being based on Hoek-Brown failure criteria, and rock micro-unit strength F is represented by formula (1):
Wherein σ1And σ3Respectively minimum and maximum principal effective stress, σcFor the uniaxial compressive strength of intact rock；M, s and a is material
Expect constant；
Step S12: according to Hooke's law, by σ1=2G ε1+λ(ε1+ε2+ε3) and σ3=2G ε3+λ(ε1+ε2+ε3) substitute into formula (1),
Obtain micro-unit strength expression formula (2):
Wherein ε1、ε2、ε3Respectively with principal stress σ1、σ2、σ3Corresponding strain, ε1For axial strain, ε2=ε3It is answered for circumferential direction
Become；
Step S13: according to logarithm normal distribution, probability density function is calculated to obtain are as follows:From
And the damage variable equation for obtaining rock is formula (3):
Step S14: according to geometrical condition (d σ at rock mechanics peak of curve point1)/(dε1)=0 concurrently sets σ at peak point1
=σc, ε1=εc, σ3=σ3c, ε3=ε3c, determine the lognormal distribution parameter S of step S23 Chinese style (3)0And F0, F0=lnFc-
XS0With
Obtain modified damage constructive model of rock mass expression formula:
Wherein γ is impact factor, characterizes the relationship between attacking material and the microdefect changed by material damage, expression formula
Are as follows:
3. novel Rock Damage constitutive model construction method according to claim 1, which is characterized in that the step S20
It specifically includes:
According to the relationship between the elastic constant and damage tensor of jointed rock mass: [E]=(I- Ω) [E0] (5),
Wherein [E0] and [E] be respectively the elasticity tensor of intact rock and jointed rock mass, I is unit tensor, and Ω is that jointed rock mass is damaged
Hurt tensor, and by the Rock Damage tensor containing one group of parallel cracks is defined as:According to rock mass structure probability statistics model, estimate jointed rock mass damage
Hurt tensor:λiFor i-th group of joint surface density, unit item/m2；diIt is flat for i-th group of joint
Equal diameter, the mark being generally taken as in plane are long；niFor the unit normal vector at i-th group of joint；
It follows that the rock mass containing m group joint, overall impairment Ω is indicated are as follows:
4. novel Rock Damage constitutive model construction method according to claim 1, which is characterized in that the step S30
Specifically include the following steps:
Step S31: according to the condition of damage coupling, have: ε12=ε01+ε02-ε00(9),
Wherein ε12、ε01、ε02And ε00Respectively indicate the rock mass simultaneously containing both macro and micro defect, the rock mass that contains only gross imperfection,
The strain that the rock and the virtual rock for being entirely free of damage for containing only microdefect generate under stress；E12、E01、E02
And E00Respectively their elasticity modulus, then have:
Step S32: known by Lemaitre hypothesis:It can be obtained after arranging:
Wherein D1For macroscopic damage on stress direction caused by damage, D2It is microcosmic
It is damaged caused by damaging on stress direction, D12For the Coupling Damage of macroscopic damage and microscopic damage on stress direction；
Step S33: using the method for Kawamoto, introducing damage tensor Ω, then: Ω=DN, and N is Second-order Symmetric in formula
Amount；
Step S34: carrying out a quantification treatment to it, and formula (10) becomes:
If assuming, damage tensor caused by the gross imperfection at joint is Ω, damage variable caused by the microdefect of micro-crack is D,
So Coupling Damage variable Ω caused by the defect of both different scales12Are as follows:
According to the modified damage constructive model of rock mass obtained in step S10, obtain coupling with gross imperfection and microdefect
Rock Damage constitutive model:
Wherein { σ } is nominal stress matrix；[E0] be intact rock elasticity tensor；{ ε } is strain matrix；[γ] is based on shadow
Ring the matrix about elasticity tensor that factor gamma obtains；{ k } is the matrix about strain obtained based on parameter k.
5. novel Rock Damage constitutive model construction method according to claim 4, which is characterized in that the calculating of N in formula
Method are as follows:
For the rock mass of the intermittent fracture containing single group, the normal direction for setting intermittent fracture and x-axis angle is β: it is non-through to set the group
The unit normal vector in crack is n, then has:
For the rock mass containing intermittent fracture more than two, setting has M group intermittent fracture in rock mass, unit normal vector point
It Wei not n(m)(m=1,2 ..., M), and
6. novel Rock Damage constitutive model construction method according to claim 1, which is characterized in that the novel rock mass
Damage Constitutive Model construction method further includes verification method, and the verification method includes the following steps:
The damage tensor at a macroscopical joint in calculation testing piece according to damage tensor and described has gross imperfection and microdefect
The Rock Damage constitutive model of coupling obtains the macro microscopic damage coupling stress strain curve of the test specimen；
The compression test of jointed rock mass is carried out for the test specimen, obtains compression test curve；
The macro microscopic damage coupling stress strain curve and the compression test curve are compared, obtain verifying fitting result.
7. a kind of novel Rock Damage constitutive model construction device characterized by comprising
First obtains module, for being based on strain equivalence principle, the coefficient of bearing caoacity of attacking material is added, obtains modified rock
Damage Constitutive Model；
Second obtains module, the microscopic damage variable of the macroscopic damage tensor sum micro-crack for calculating separately joint, according to folded
Principle is added to establish the jointed rock mass mechanical model of macro microscopic damage；
Model construction module, for according to damage mechanics theory, building to obtain the rock with gross imperfection and microdefect coupling
Bulk damage constitutive model.
8. a kind of novel Rock Damage constitutive model construction device according to claim 7, which is characterized in that further include:
Authentication module, for executing the following steps:
The damage tensor at a macroscopical joint in calculation testing piece according to damage tensor and described has gross imperfection and microdefect
The Rock Damage constitutive model of coupling obtains the macro microscopic damage coupling stress strain curve of the test specimen；
The compression test of jointed rock mass is carried out for the test specimen, obtains compression test curve；
The macro microscopic damage coupling stress strain curve and the compression test curve are compared, obtain verifying fitting result.
9. a kind of terminal device including memory, processor and stores the calculating that can be run on a memory and on a processor
Machine program, which is characterized in that the processor realizes novel rock mass described in any one of claims 1-6 when executing described program
Damage Constitutive Model construction method.
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| CN109885980A (en) * | 2019-03-29 | 2019-06-14 | 中南大学 | Determine that Complete Damage Process constitutive model is sheared at the joint of yield point based on stress difference |
| CN110823729A (en) * | 2019-11-15 | 2020-02-21 | 中国地质环境监测院 | Method for evaluating collapse buckling instability of wading thick dangerous rock mass in reservoir area |
| CN110926941A (en) * | 2019-11-15 | 2020-03-27 | 长江大学 | Shale brittleness index evaluation method, device and system |
| CN110926944A (en) * | 2019-12-05 | 2020-03-27 | 中国科学院武汉岩土力学研究所 | Construction method suitable for rock damage constitutive model under cyclic load |
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| CN111766304A (en) * | 2020-07-13 | 2020-10-13 | 北京建筑大学 | Method for judging macroscopic and microscopic behavior relation of brittle rock based on compression test |
| CN112380484A (en) * | 2020-10-27 | 2021-02-19 | 华东交通大学 | Method for measuring and calculating in-situ modulus of rock mass |
| CN112580235A (en) * | 2020-11-25 | 2021-03-30 | 西北工业大学 | Nonlinear estimation method for high cycle fatigue crack initiation life of metal structure |
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| CN112580235A (en) * | 2020-11-25 | 2021-03-30 | 西北工业大学 | Nonlinear estimation method for high cycle fatigue crack initiation life of metal structure |
| CN113280951A (en) * | 2021-07-22 | 2021-08-20 | 中国科学院地质与地球物理研究所 | Method for establishing stress field distribution of sloping field in canyon region |
| CN113280951B (en) * | 2021-07-22 | 2021-10-08 | 中国科学院地质与地球物理研究所 | Method for establishing stress field distribution of sloping field in canyon region |
| CN115270523A (en) * | 2022-09-27 | 2022-11-01 | 成都理工大学 | Rock mass damage influence depth prediction method |
| CN116611265A (en) * | 2023-07-18 | 2023-08-18 | 北京建筑大学 | Method and device for predicting stress and strain of deep anisotropic rock |
| CN116611265B (en) * | 2023-07-18 | 2023-09-22 | 北京建筑大学 | Method and device for predicting stress and strain of deep anisotropic rock |
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