CN115014975A - Method for constructing elastoplasticity mechanical constitutive model of rock material under deep disturbance - Google Patents

Method for constructing elastoplasticity mechanical constitutive model of rock material under deep disturbance Download PDF

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CN115014975A
CN115014975A CN202210528435.8A CN202210528435A CN115014975A CN 115014975 A CN115014975 A CN 115014975A CN 202210528435 A CN202210528435 A CN 202210528435A CN 115014975 A CN115014975 A CN 115014975A
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高亚楠
兰东昊
丁峰
王云龙
高峰
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Abstract

The invention discloses a method for constructing a rock material elastoplasticity mechanical constitutive model under deep disturbance, which is characterized in that a rock test system is used for loading three different deep excavation disturbance stress paths under different burial depth conditions on a sample, and axial stress and hoop stress applied by the rock test system in the loading process, and axial strain and hoop strain of the sample are obtained. And simultaneously calculating the evolution rule of the average complete rotation angle of the sample under the disturbance stress path, establishing a Hoek-Brown yield criterion based on the average complete rotation angle, calculating a rock hardening function taking the average complete rotation angle as an independent variable, and determining the hardening parameters of the rock. According to the formula and the parameters, and based on the elasto-plastic mechanics theory and the constitutive theory, the relation between the stress increment and the strain increment of the rock, namely the elasto-plastic mechanics constitutive model formula of the rock under three different disturbance stress paths is obtained, so that the rock deformation and damage characteristics under the three different disturbance stress paths with different burial depths can be predicted according to the constitutive model formula.

Description

Method for constructing elastoplasticity mechanical constitutive model of rock material under deep disturbance
Technical Field
The invention relates to the technical field of rock mechanics and engineering, in particular to a method for constructing a rock material elastoplasticity mechanical constitutive model under deep disturbance.
Background
The construction and design of deep underground engineering, the engineering technical problem to be solved at first is the stable control of rock mass under excavation disturbance. However, the unstable failure and disaster causing process of the rock mass is actually a process in which the deformation of the rock mass is aggravated under excavation disturbance, i.e. under a disturbance stress path. Meanwhile, aiming at rocks with different burial depths, the difference of mechanical behaviors of the rocks is large under different excavation modes. Therefore, by combining the deep in-situ environment, the elastoplasticity mechanical constitutive model of the rock material under the deep excavation disturbance is constructed, and the method has important significance for deeply researching the mechanical properties of the rock body under the deep excavation disturbance.
The existing research fully proves that the damage form of the surrounding rock is determined by the buried depth and excavation disturbance, and meanwhile, according to field observation, some scholars provide stress path generalized models experienced by deep surrounding rock under large disturbance, medium disturbance and small disturbance. However, in a deep in-situ environment, mining is performed in different excavation modes, that is, different disturbance stress paths are applied to the rock mass, and it is not clear whether correlation exists between the mechanical behavior of the rock and disturbance modes of different degrees. According to the requirements of deep underground engineering construction and design, if the mechanical behaviors of rocks under different excavation disturbances can be revealed under the deep in-situ environment, not only can the deformation and damage characteristics of the rocks under the excavation disturbances be predicted according to a preset disturbance stress path in the actual deep underground engineering before construction, but also theoretical support can be provided for analysis of large deformation-discontinuous deformation behaviors and rules of the rocks under the later-stage deep excavation disturbances. Therefore, how to provide a method can analyze the relationship between the rock deformation failure characteristics and different disturbance stress paths under different burial depths, and further obtain the mechanical behavior (namely the relationship between the bias stress and the strain) of the rock under different burial depths and different disturbance stress paths, so that a model is established to accurately predict the rock deformation failure characteristics under different disturbance stress paths, and the method is one of the research directions of the industry.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a method for constructing a rock material elastoplasticity mechanical constitutive model under deep disturbance, which can analyze the relation between rock deformation and damage characteristics under different burial depths and different disturbance stress paths, and further obtain the mechanical behavior of the rock under different burial depths and different disturbance stress paths, so that the model is established to accurately predict the rock deformation and damage characteristics under different disturbance stress paths.
In order to achieve the purpose, the invention adopts the technical scheme that: a method for constructing a rock material elastoplasticity mechanical constitutive model under deep disturbance comprises the following specific steps:
s1, manufacturing a plurality of samples with the same shape by adopting the same red sandstone, and confirming that the interior of each sample has no obvious damage and has good integrity through wave velocity test; measuring the elastic modulus E and Poisson ratio upsilon of the sample through a conventional uniaxial compression test;
s2, selecting a sample from the step S1 to be fixed in the rock testing system;
s3, setting a burial depth, and then sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and large disturbance construction of the sample in the step S2 under the burial depth through loading of a rock test system to complete a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Hoop stress σ 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Then selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and medium disturbance construction of the sample under the same burial depth condition, and completing a disturbance stress path until the red sandstone sample is loaded to be crushed; and recording the axial stress sigma of the red sandstone sample during loading 1 Hoop stress σ 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally, selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and small disturbance construction of the sample under the same burial depth, and completing a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Hoop stress σ 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally obtaining the axial stress sigma of each sample in the loading process of three different disturbance stress paths under the current simulated burial depth 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 ；
S4, setting the average gyration angle theta in the loading process of the red sandstone sample as theta, and obtaining a formula of the average gyration angle theta according to a finite deformation theory, so that the average gyration angle theta of the sample under three different disturbance stress paths can be obtained according to the formula;
s5, setting M as a parameter for describing the deformation and fracture degree of the rock, and substituting the average gyration angle theta determined in the step S4 into a formula to finally obtain M of the sample under three different disturbance stress paths;
s6, establishing an initial Hoek-Brown yield criterion formula, substituting M in the step S5 into the formula to obtain an improved Hoek-Brown yield criterion formula, and respectively determining values of disturbance parameters D in the formula under three different disturbance stress paths;
s7, establishing a hardening function H of the rock under a disturbance stress path, wherein the hardening function H is a function with the average rotation angle theta as an independent variable; determining a formula of a hardening parameter A of the rock by combining a hardening function H and according to a correlation flow rule of a rock material elastoplasticity theory; so as to obtain hardening parameters A of the respective rocks under three different disturbance stress paths;
s8, combining the Hoek-Brown yield criterion formula improved in the step S6 and the hardening parameter A of the rock in the step S7, and according to the constitutive theory of rock materials, obtaining the relation between the stress increment and the strain increment of the rock, namely the elastoplastic mechanical constitutive model formula of the rock under three different disturbance stress paths, so that the rock deformation destruction characteristics under the three different disturbance stress paths of the current burial depth can be predicted according to the constitutive model formula;
s9, selecting a burial depth, repeating the steps S3 to S8, predicting the rock mass deformation failure characteristics of the three different disturbance stress paths of the burial depth, and repeating the steps so as to predict the rock mass deformation failure characteristics of the three different disturbance stress paths under different burial depths.
Further, the specific loading parameters of each loading stage of the three disturbance stress paths in step S3 are:
Figure RE-GDA0003764378160000031
further, the specific process of step S4 is as follows:
according to the finite deformation theory, the formula for obtaining the average rotation angle theta is as follows:
Figure RE-GDA0003764378160000032
wherein λ and μ are Lamei parameters, which can be expressed as E and upsilon:
Figure RE-GDA0003764378160000033
Figure RE-GDA0003764378160000041
according to the formula, the average rotation angle theta of the sample under three different disturbance stress paths can be obtained.
Further, the specific process of step S5 is as follows:
assuming that 0 represents complete fracture of the rock and 1 represents complete rock structure, and the parameter M of the rock deformation fracture degree in the rock pre-peak stage is as follows:
Figure RE-GDA0003764378160000042
wherein, theta max The value of the mean angle of gyration, Θ, of the rock at the time of residual strength c The value of the average mean angle of gyration at which the rock reaches peak stress is calculated by the following equation:
Figure RE-GDA0003764378160000043
wherein σ c And epsilon c Respectively the peak stress value of the rock and the corresponding axial strain value; thus obtaining M of the sample under three different disturbance stress paths.
Further, the specific process of step S6 is as follows:
establishing an initial Hoek-Brown yield criterion formula:
Figure RE-GDA0003764378160000044
Figure RE-GDA0003764378160000045
Figure RE-GDA0003764378160000046
Figure RE-GDA0003764378160000047
wherein m is b And s are parameters expressing rock hardness and integrity, respectively, and a is related to lithology, GSI E [80,100 ]]The disturbance parameter D takes 0 under small disturbances, 0.5 under medium disturbances, 1 under large disturbances:
introducing M in the step S5 into an initial Hoek-Brown yield criterion formula, then
Figure RE-GDA0003764378160000051
Based on equation (10), the modified Hoek-Brown yield criterion formula is:
Figure RE-GDA0003764378160000052
Figure RE-GDA0003764378160000053
I 1 ＝σ ii (13)
Figure RE-GDA0003764378160000054
Figure RE-GDA0003764378160000055
wherein θ is Lode angle, I 1 As a first invariant of stress-tension, J 2 、J 3 Second and third invariants, s, of the stress deflection amount, respectively ij Is the stress offset.
Further, the specific process of step S7 is as follows:
establishing a hardening function H of the rock under the disturbance stress path for describing the migration of the yielding surface, wherein the hardening function H is a function with the average warping angle theta as an independent variable:
Figure RE-GDA0003764378160000056
Figure RE-GDA0003764378160000057
wherein the content of the first and second substances,k is a material parameter and is represented by theta c Co-determining with D; according to the associated flow law of the elastoplasticity theory of rock materials, the hardening parameter A of the rock is as follows:
Figure RE-GDA0003764378160000058
wherein epsilon p For plastic strain, it is given by:
ε p ＝ε-ε e (19)
Figure RE-GDA0003764378160000061
wherein epsilon e For elastic strain, from yield stress σ y Average angle of gyration theta corresponding to yield stress y Deducing:
Figure RE-GDA0003764378160000062
thereby obtaining the hardening parameter A of the respective rock under three different disturbance stress paths.
Further, the formula of the elasto-plastic mechanical constitutive model of the rock under the disturbance stress path in step S8 is as follows:
Figure RE-GDA0003764378160000063
Figure RE-GDA0003764378160000064
Figure RE-GDA0003764378160000065
wherein D e Is the elastic stiffness matrix of the rock material and G is the shear modulus of the rock material.
Compared with the prior art, the method has the advantages that the rock test system is used for loading three different deep excavation disturbance stress paths under different burial depth conditions on the red sandstone sample, and the axial stress and the circumferential stress applied by the rock test system in the loading process, and the axial strain and the circumferential strain of the red sandstone sample in the loading process are obtained. And simultaneously calculating the evolution rule of the average full rotation angle of the sample under the disturbance stress path, establishing a Hoek-Brown yield criterion based on the average full rotation angle, calculating a rock hardening function H taking the average full rotation angle as an independent variable, and determining a hardening parameter A of the rock by combining the hardening function H and according to the association flow rule of the rock material elastoplasticity theory. According to the formula and the parameters, and based on the elasto-plastic mechanics theory and the constitutive theory, the relation between the stress increment and the strain increment of the rock, namely the elasto-plastic mechanics constitutive model formula of the rock under three different disturbance stress paths is obtained, so that the rock deformation and damage characteristics under the three different disturbance stress paths with different burial depths can be predicted according to the constitutive model formula. The invention has definite mechanical significance, simple acquisition of parameters and wide application range, and the prediction is more accurate by comparing the simulation prediction result with the test result; the construction of the elastoplasticity mechanical constitutive model of the rock material under deep excavation disturbance can be realized by utilizing a common rock test system, so that the relationship between the rock deformation destruction characteristics under different burial depths and different disturbance stress paths can be analyzed, the mechanical behavior of the rock under different burial depths and different disturbance stress paths can be further obtained, and the method has important significance for deep research of the mechanical properties of the rock mass under deep excavation disturbance.
Drawings
FIG. 1 is a schematic diagram of the present invention simulating the stress loading of three different perturbation stress paths;
FIG. 2 is a graph comparing simulation results and test results of three different disturbance stress path samples under the simulated pressure of the buried depth of 12.5MPa in the invention;
FIG. 3 is a graph comparing simulation results and test results of three different disturbance stress path samples under the simulated pressure of the buried depth of 25MPa in the invention;
FIG. 4 is a graph comparing simulation results and test results of three different disturbance stress path samples under the simulation pressure of the buried depth of 37.5 MPa.
Detailed Description
The present invention will be further explained below.
The specific steps of this embodiment are:
s1, manufacturing a plurality of samples with the same shape by using the same-property red sandstone, and confirming that the interior of each sample has no obvious damage and the integrity is good through wave velocity test; measuring the elastic modulus E and Poisson upsilon of the sample through a conventional uniaxial compression test;
s2, selecting a sample from the step S1 to be fixed in the rock testing system;
s3, setting a burial depth (namely setting simulation pressure, applying pressure to the sample by adopting the pressure value to simulate the set burial depth condition), and then sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and large disturbance construction under the burial depth by loading the sample in the step S2 through a rock test system to complete a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Hoop stress σ 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Then selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and medium disturbance construction of the sample under the same burial depth, and completing a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally, selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and small disturbance construction of the sample under the same burial depth, and completing a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally obtaining the axial stress sigma of each sample in the loading process of three different disturbance stress paths under the current simulated burial depth 1 Hoop stress σ 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a As shown in fig. 1, the specific loading parameters of each loading stage of the three disturbance stress paths are:
Figure RE-GDA0003764378160000081
s4, setting the average gyration angle theta in the loading process of the red sandstone sample as theta, and obtaining a formula of the average gyration angle theta according to a finite deformation theory, so that the average gyration angle theta of the sample under three different disturbance stress paths can be obtained according to the formula; the specific process is as follows:
according to the finite deformation theory, the formula for the average warping angle Θ can be derived as:
Figure RE-GDA0003764378160000082
wherein λ and μ are Lami parameters, which can be expressed as E and upsilon:
Figure RE-GDA0003764378160000083
Figure RE-GDA0003764378160000084
according to the formula, the average rotation angle theta of the sample under three different disturbance stress paths can be obtained.
S5, setting M as a parameter for describing the deformation and fracture degree of the rock, and substituting the average gyration angle theta determined in the step S4 into a formula to finally obtain M of the sample under three different disturbance stress paths; the specific process is as follows:
assuming that 0 represents complete fracture of the rock, 1 represents complete rock structure, and the parameter M of the rock deformation fracture degree in the rock pre-peak stage is as follows:
Figure RE-GDA0003764378160000091
wherein, theta max Selecting a value from 0.71-0.74 for the average full rotation angle value of the rock when the residual strength is reached; theta c The value of the average mean angle of gyration at which the rock reaches peak stress is calculated by the following equation:
Figure RE-GDA0003764378160000092
wherein σ c And epsilon c Respectively the peak stress value of the rock and the corresponding axial strain value; thus obtaining M of the sample under three different disturbance stress paths.
S6, establishing an initial Hoek-Brown yield criterion formula, substituting M in the step S5 into the formula to obtain an improved Hoek-Brown yield criterion formula, and respectively determining values of disturbance parameters D in the formula under three different disturbance stress paths; the specific process is as follows: establishing an initial Hoek-Brown yield criterion formula:
Figure RE-GDA0003764378160000093
Figure RE-GDA0003764378160000094
Figure RE-GDA0003764378160000095
Figure RE-GDA0003764378160000096
wherein m is b And s are parameters expressing rock hardness and integrity, respectively, and a is related to lithology, GSI E [80,100 ]]The disturbance parameter D takes 0 under small disturbances, 0.5 under medium disturbances, 1 under large disturbances:
introducing M in the step S5 into an initial Hoek-Brown yield criterion formula, then
Figure RE-GDA0003764378160000101
Based on equation (10), the modified Hoek-Brown yield criterion formula is:
Figure RE-GDA0003764378160000102
Figure RE-GDA0003764378160000103
I 1 ＝σ ii (13)
Figure RE-GDA0003764378160000104
Figure RE-GDA0003764378160000105
wherein θ is Lode angle, I 1 As a first invariant of stress-tension, J 2 、J 3 Second and third invariants, s, of the stress deflection amount, respectively ij Is the stress offset.
S7, establishing a hardening function H of the rock under a disturbance stress path, wherein the hardening function H is a function with the average warping angle theta as an independent variable; determining a formula of a hardening parameter A of the rock by combining the hardening function H and according to a correlation flow rule of the rock material elastoplasticity theory; so as to obtain hardening parameters A of the respective rocks under three different disturbance stress paths; the method comprises the following specific steps:
establishing a hardening function H of the rock under the disturbance stress path for describing the migration of the yielding surface, wherein the hardening function H is a function with the average warping angle theta as an independent variable:
Figure RE-GDA0003764378160000106
Figure RE-GDA0003764378160000107
wherein K is a material parameter and is represented by theta c Co-determining with D; according to the associated flow law of the elastoplasticity theory of rock materials, the hardening parameter A of the rock is as follows:
Figure RE-GDA0003764378160000108
wherein epsilon p For plastic strain, it is given by:
ε p ＝ε-ε e (19)
Figure RE-GDA0003764378160000111
wherein epsilon e For elastic strain, from yield stress σ y Average angle of gyration theta corresponding to yield stress y Deducing:
Figure RE-GDA0003764378160000112
thereby obtaining the hardening parameter A of the respective rock under three different disturbance stress paths.
S8, combining the Hoek-Brown yield criterion formula improved in the step S6 and the hardening parameter A of the rock in the step S7, and according to the constitutive theory of rock materials, obtaining the relation between the stress increment and the strain increment of the rock, namely the elastoplastic mechanical constitutive model formula of the rock under three different disturbance stress paths, so that the rock deformation destruction characteristics under the three different disturbance stress paths of the current burial depth can be predicted according to the constitutive model formula; the formula of the elastoplastic mechanical constitutive model of the rock under the disturbance stress path is as follows:
Figure RE-GDA0003764378160000113
Figure RE-GDA0003764378160000114
Figure RE-GDA0003764378160000115
wherein D e Is the elastic stiffness matrix of the rock material and G is the shear modulus of the rock material.
S9, selecting a burial depth, repeating the steps S3 to S8, predicting the rock mass deformation failure characteristics of the three different disturbance stress paths of the burial depth, and repeating the steps so as to predict the rock mass deformation failure characteristics of the three different disturbance stress paths under different burial depths.
Effect verification:
the elastoplasticity mechanics constitutive model of the rock under the disturbance stress path obtained by the method of the embodiment is used for carrying out simulation prediction on rock deformation and damage characteristics (namely the relation between strain and partial stress) under three different disturbance stress paths of the burial depth under the burial depth condition of 12.5Mpa, storing simulation results, actually carrying out rock deformation and damage characteristic tests on the three disturbance stress paths under the burial depth condition, and drawing the test results and the simulation results by taking the partial stress as a vertical axis and taking the strain as a horizontal axis into a graph as shown in (a), (b) and (c) of fig. 2; then, by the same method, under the buried depth condition with the simulated pressure of 25Mpa and under the buried depth condition with the simulated pressure of 37.5Mpa, respectively obtaining a simulation result and a test result, and respectively drawing the simulation result and the test result as shown in (a), (b) and (c) of fig. 3 and (a), (b) and (c) of fig. 4;
as can be seen from fig. 2 to 4, the deviation between the result of predicting the rock mass deformation failure characteristics of three different disturbance stress paths under different burial depths and the result obtained by an actual test is small, so that the accuracy of the prediction result of the rock material elastoplasticity constitutive model under deep disturbance constructed by the method is high.
The above description is only of the preferred embodiments of the present invention, and it should be noted that: it will be apparent to those skilled in the art that various modifications and adaptations can be made without departing from the principles of the invention and these are intended to be within the scope of the invention.

Claims (7)

1. A method for constructing a rock material elastoplasticity mechanical constitutive model under deep disturbance is characterized by comprising the following specific steps:
s1, manufacturing a plurality of samples with the same shape by using the same-property red sandstone, and confirming that the interior of each sample has no obvious damage and the integrity is good through wave velocity test; measuring the elastic modulus E and Poisson ratio upsilon of the sample through a conventional uniaxial compression test;
s2, selecting a sample from the step S1 to be fixed in the rock testing system;
s3, setting a burial depth, and then sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and large disturbance construction of the sample in the step S2 under the burial depth through loading of a rock test system to complete a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Then selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and medium disturbance construction of the sample under the same burial depth, and completing a disturbance stress path until the red sandstone sample is loaded to be broken;and recording the axial stress sigma of the red sandstone sample during loading 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally, selecting a sample from the step S1, repeating the step S2, sequentially simulating hydrostatic pressure loading, a first loading and unloading stage and smaller disturbance construction of the sample under the same burial depth, and completing a disturbance stress path until the red sandstone sample is loaded to be broken; and recording the axial stress sigma of the red sandstone sample during loading 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 (ii) a Finally obtaining the axial stress sigma of each sample in the loading process of three different disturbance stress paths under the current simulated burial depth 1 Axial hoop stress sigma 3 And axial strain ε 1 Hoop strain epsilon 3 ；
S4, setting the average gyration angle theta in the loading process of the red sandstone sample as theta, and obtaining a formula of the average gyration angle theta according to a finite deformation theory, so that the average gyration angle theta of the sample under three different disturbance stress paths can be obtained according to the formula;
s5, setting M as a parameter for describing the deformation and fracture degree of the rock, and substituting the average gyration angle theta determined in the step S4 into a formula to finally obtain M of the sample under three different disturbance stress paths;
s6, establishing an initial Hoek-Brown yield criterion formula, substituting M in the step S5 into the formula to obtain an improved Hoek-Brown yield criterion formula, and respectively determining values of disturbance parameters D in the formula under three different disturbance stress paths;
s7, establishing a hardening function H of the rock under a disturbance stress path, wherein the hardening function H is a function with the average rotation angle theta as an independent variable; determining a formula of a hardening parameter A of the rock by combining the hardening function H and according to a correlation flow rule of the rock material elastoplasticity theory; so as to obtain hardening parameters A of the rocks under three different disturbance stress paths;
s8, combining the Hoek-Brown yield criterion formula improved in the step S6 and the hardening parameter A of the rock in the step S7, and according to the constitutive theory of rock materials, obtaining the relation between the stress increment and the strain increment of the rock, namely the elastoplastic mechanical constitutive model formula of the rock under three different disturbance stress paths, thereby predicting the deformation and damage characteristics of the rock under the three different disturbance stress paths of the current burial depth according to the constitutive model formula;
s9, selecting a burial depth, repeating the steps S3 to S8, predicting the rock mass deformation failure characteristics of the three different disturbance stress paths of the burial depth, and repeating the steps so as to predict the rock mass deformation failure characteristics of the three different disturbance stress paths under different burial depths.
2. The method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein specific loading parameters of each loading stage of the three disturbance stress paths in the step S3 are as follows:
Figure RE-FDA0003764378150000021
3. the method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein the specific process of the step S4 is as follows:
according to the finite deformation theory, the formula for obtaining the average rotation angle theta is as follows:
Figure RE-FDA0003764378150000022
wherein λ and μ are Lamei parameters, which can be expressed as E and upsilon:
Figure RE-FDA0003764378150000031
Figure RE-FDA0003764378150000032
according to the formula, the average rotation angle theta of the sample under three different disturbance stress paths can be obtained.
4. The method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein the specific process of the step S5 is as follows:
assuming that 0 represents complete fracture of the rock and 1 represents complete rock structure, and the parameter M of the rock deformation fracture degree in the rock pre-peak stage is as follows:
Figure RE-FDA0003764378150000033
wherein, theta max The value of the mean angle of gyration, Θ, of the rock at the time of residual strength c The value of the average mean angle of gyration at which the rock reaches peak stress is calculated by the following equation:
Figure RE-FDA0003764378150000034
wherein σ c And epsilon c Respectively the peak stress value of the rock and the corresponding axial strain value; thus obtaining M of the sample under three different disturbance stress paths.
5. The method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein the specific process of the step S6 is as follows:
establishing an initial Hoek-Brown yield criterion formula:
Figure RE-FDA0003764378150000035
Figure RE-FDA0003764378150000036
Figure RE-FDA0003764378150000037
Figure RE-FDA0003764378150000038
wherein m is b And s are parameters expressing rock hardness and integrity, respectively, and a is related to lithology, GSI E [80,100 ]]The disturbance parameter D takes 0 under small disturbances, 0.5 under medium disturbances, 1 under large disturbances:
introducing M in the step S5 into an initial Hoek-Brown yield criterion formula, then
Figure RE-FDA0003764378150000041
Based on equation (10), the modified Hoek-Brown yield criterion formula is:
Figure RE-FDA0003764378150000042
Figure RE-FDA0003764378150000043
I 1 ＝σ ii (13)
Figure RE-FDA0003764378150000044
Figure RE-FDA0003764378150000045
wherein θ is Lode angle, I 1 Is the first invariant of stress tension, J 2 、J 3 Second and third invariants, s, of the stress deflection amount, respectively ij Is the stress offset.
6. The method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein the specific process of the step S7 is as follows:
establishing a hardening function H of the rock under the disturbance stress path for describing the migration of the yielding surface, wherein the hardening function H is a function with the average warping angle theta as an independent variable:
Figure RE-FDA0003764378150000046
Figure RE-FDA0003764378150000047
wherein K is a material parameter represented by theta c Co-determining with D; according to the associated flow law of the elastoplasticity theory of rock materials, the hardening parameter A of the rock is as follows:
Figure RE-FDA0003764378150000051
wherein epsilon p For plastic strain, it is given by:
ε p ＝ε-ε e (19)
Figure RE-FDA0003764378150000052
wherein epsilon e For elastic strain, from yield stress σ y And yield stressCorresponding average angle of gyration Θ y Deducing:
Figure RE-FDA0003764378150000053
thereby obtaining the hardening parameter A of the respective rock under three different disturbance stress paths.
7. The method for constructing the elasto-plastic mechanical constitutive model of the rock material under the deep disturbance according to claim 1, wherein the elasto-plastic mechanical constitutive model formula of the rock under the disturbance stress path in the step S8 is as follows:
Figure RE-FDA0003764378150000054
Figure RE-FDA0003764378150000055
Figure RE-FDA0003764378150000056
wherein D e Is the elastic stiffness matrix of the rock material and G is the shear modulus of the rock material.
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115618658A (en) * 2022-12-16 2023-01-17 新疆石油管理局有限公司 Stratum fracture pressure dynamic prediction method and device based on elastic-plastic constitutive
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

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115618658A (en) * 2022-12-16 2023-01-17 新疆石油管理局有限公司 Stratum fracture pressure dynamic prediction method and device based on elastic-plastic constitutive
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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