The construction method of a constitutive model of particle breakage of rock and soil granular materials under three-dimensional stress state is considered
By constructing a constitutive model of soil and rock particle breakage under three-dimensional stress state, the problems of limited applicability and poor adaptability of existing models are solved, and the accurate prediction of the mechanical effects of particle breakage under complex stress paths is achieved, which has high engineering application value.
Patent Information
- Application Number
- CN202310242568.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- Filing Date
- 2023-03-14
- Publication Date
- 2026-01-13
- Estimated Expiration
- 2043-03-14
AI Technical Summary
Existing constitutive models for particle breakage have limited applicability, poor compatibility with other materials, difficulty in defining fitting parameters, and are unable to reveal the essence of the mechanical effects of particle breakage, nor can they reflect the mechanical effects of complex stress paths on soil and rock particle materials.
A constitutive model for particle breakage of soil and rock granular materials under three-dimensional stress is constructed. By quantifying the influence of shear stress under three-dimensional stress, the yield surface function Y is calculated to determine the stress-strain development stage. Furthermore, by utilizing particle breakage degree and breakage energy parameters, a stress-strain relationship is established to reflect the particle size evolution law.
Based on the principle of energy conservation, this method predicts the mechanical response of granular materials in complex working conditions. It has good compatibility with other materials, follows the nature of the mechanical impact of particle breakage, has a wide range of applications, and has high engineering application value.
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Abstract
Description
Technical Field
[0001] This invention belongs to the field of rock and soil mechanics and relates to a method for constructing a constitutive model of rock and soil granular materials under three-dimensional stress. Background Technology
[0002] Particulate materials of soil and rock, such as sand, gravel, and coarse-grained soil, are widely used in rockfill dams, foundations, roadbeds, embankments, and other geotechnical and hydraulic engineering projects. They are heterogeneous, irregularly shaped, and easily broken discrete materials, exhibiting discrete, anisotropic, and stress-path-dependent mechanical properties. In engineering applications, soil and rock granular materials are often treated as continuous materials, neglecting the influence of particle size and breakage on the overall structure. Furthermore, in traditional statics calculations, the influence of stress paths on the mechanical response of structures is also easily overlooked. However, in rockfill dams, foundations, roadbeds, and embankments, the mechanical characteristics of soil and rock granular materials vary greatly with particle size. Particle breakage significantly affects the macroscopic and microscopic mechanical properties of soil and rock granular materials, directly reflecting the mechanical response of the overall structure under load. Moreover, in actual engineering projects, structures undergo complex stress paths, and the diversity and complexity of their stress states far exceed those of traditional engineering calculation theories. Therefore, in order to accurately reflect the mechanical response of particle size and particle breakage to particle structure under complex stress paths, it is necessary to establish a three-dimensional constitutive model that reflects particle size evolution and particle breakage by combining the mechanical and thermodynamic characteristics of the particle scale.
[0003] Currently, research on the mechanical characteristics of granular materials in geotechnical engineering at the particle scale involves defining initial and final particle distribution curves to quantify particle breakage and particle size evolution into particle breakage degree. Experiments are then used to reflect the relationship between particle breakage degree and mechanical response, fitting the relationship between particle breakage degree and stress-strain, and constructing constitutive models reflecting particle size and breakage. However, these models suffer from drawbacks such as limited applicability, poor compatibility with other materials, difficulty in defining fitting parameters, and an inability to reveal the true nature of the mechanical effects of particle breakage. Furthermore, existing constitutive models for particle breakage under various stress paths are mostly based on laboratory triaxial test results, which cannot reflect the mechanical effects of complex stress paths on geotechnical granular materials. Summary of the Invention
[0004] The purpose of this invention is to provide a method for constructing a constitutive model of particle breakage of soil and rock granular materials under three-dimensional stress, so as to solve the problems of existing constitutive models of particle breakage, such as limited applicability, poor compatibility with other materials, difficulty in defining fitting parameters, inability to reveal the essence of the mechanical effects of particle breakage, and inability to reflect the mechanical effects of complex stress paths on soil and rock granular materials.
[0005] The technical solution adopted in this embodiment of the invention is: a method for constructing a constitutive model of particle fragmentation of rock and soil granular materials under three-dimensional stress, comprising the following steps:
[0006] Based on the internal friction angle of the soil and rock granular materials studied The influence of shear stress under three-dimensional stress state is quantified to obtain the quantified value of the influence of shear stress under three-dimensional stress state.
[0007] Based on the particle size distribution B, critical stress ratio M, and critical breakage energy E of the soil and rock granular material C Particle crushing energy E under current conditions B Quantify the influence of shear stress under three-dimensional stress state, calculate the hydrostatic pressure p under the current stress state, and calculate the yield surface function Y;
[0008] Determine the stress-strain development stage based on the value of the yield surface function Y, and calculate the stiffness tensor D corresponding to the stress-strain development stage. ep ;
[0009] Based on the stiffness tensor D ep Calculate the strain tensor of the current state as ε, the strain increment tensor as dε, the stress of the current state under the stress path as σ, and the stress increment tensor as dσ.
[0010] Furthermore, the yield surface function Y is calculated using the following yield equation:
[0011]
[0012] in, For the stress Lode angle θ and the internal friction angle of soil granular materials The quantitative value of the influence of the generalized shear stress q under the current stress state on the three-dimensional stress state shear stress.
[0013] Furthermore, the quantification value of the influence of shear stress in the three-dimensional stress state. for:
[0014]
[0015] Where τ represents the shear stress of the spatial sliding surface, σ N This represents the normal stress on the spatial sliding surface. q represents the generalized shear stress under the current condition.
[0016] Furthermore, the stress-strain development stage is determined based on the Y value, and the stiffness tensor D corresponding to the stress-strain development stage is calculated. ep The specific process is as follows:
[0017] In the first stage, Y < 0, then D ep =D e De It is the elastic stiffness tensor;
[0018] In the second stage, Y≥0, then D ep =D e +D p D p This is the plastic stiffness tensor.
[0019] Furthermore, through the stiffness tensor D ep The stress-strain relationship is calculated using the following formula:
[0020] dσ=D ep :dε;
[0021] σ new =σ+dσ;
[0022] ε new =ε+dε.
[0023] Where, σ new ε represents the new stress calculated based on the stress and stress increment tensor of the previous stress-strain state. new This represents the new strain tensor calculated based on the strain tensor and strain increment tensor of the previous stress-strain state.
[0024] Furthermore, the method for constructing a constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress state also includes:
[0025] The initial particle size distribution density curve p0(x) of the studied soil and rock granular material was determined, and the final particle size distribution density curve p0(x) of the studied soil and rock granular material was calculated. u (x), and then, combined with the particle distribution density curve p(x) under the current state during the loading process, the particle breakage degree B is calculated:
[0026]
[0027]
[0028] Where x is the particle size, d M This represents the maximum particle size in the initial particle distribution.
[0029] Furthermore, the method for constructing a constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress state also includes:
[0030] The maximum particle size d in the initial particle distribution of the soil and rock granular materials studied M With minimum particle size d m The statistical mean particle size was calculated using the initial particle density curve p0(x) of the studied soil and rock granular materials. <d0>The final particle distribution density curve p of the studied soil and rock granular materials was used. u (x) Calculate its final statistical mean particle size <D u Furthermore, the weighted median evolution parameters of particle breakage were calculated.
[0031]
[0032]
[0033]
[0034] Where x is the particle size.
[0035] Furthermore, the method for constructing a constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress state also includes:
[0036] The bulk modulus K and shear modulus G of the studied soil and rock granular material were obtained through conventional triaxial tests, and its internal friction angle was calculated. Based on the hydrostatic pressure p under the critical state of this conventional triaxial test cs With generalized shear stress q cs Calculate the critical stress ratio
[0037] Furthermore, the method for constructing a constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress state also includes:
[0038] Based on the particle fragmentation degree B and the weighted median particle fragmentation evolution parameter of the rock and soil granular materials studied... Calculate the particle breakage energy E under the current conditions, using bulk modulus K, shear modulus G, hydrostatic pressure p, and generalized shear stress q. B :
[0039]
[0040] Furthermore, the method for constructing a constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress state also includes:
[0041] The e-lnp curve of the studied soil and rock granular material was obtained through triaxial isotropic consolidation experiments, and its critical consolidation strength p was obtained. cr ;
[0042] Based on the critical consolidation strength p of the soil and rock granular materials studied cr Weighted median evolution parameters of particle breakage Bulk modulus K, used to calculate the critical crushing energy E for particle crushing. C :
[0043]
[0044] The beneficial effects of the embodiments of the present invention are:
[0045] 1. In the constitutive model, the evolution of particle size with particle breakage is reflected by the particle breakage degree and the weighted median evolution parameter of particle breakage. The critical breakage energy E of particle breakage is defined based on the critical consolidation strength measured by isotropic consolidation experiments. C This study reflects the energy evolution law of particle breakage and introduces the internal friction angle of granular materials to correct the shear effect under different stress states and stress paths. A constitutive model of thermodynamically consistent rock and soil granular materials is established, which comprehensively considers particle size, particle breakage, and complex stress paths. On the basis of satisfying energy conservation, it can predict the mechanical response of rock and soil granular materials under complex working conditions. It has good compatibility with other materials and follows the essence of the mechanical influence of particle breakage.
[0046] 2. An elastic-plastic stiffness tensor is constructed using the mechanical parameters of the granular material itself, and a three-dimensional stress-strain tensor is used to characterize the actual stress-strain state of the soil and rock granular material. A model is established based on energy conservation and reflects the energy evolution law. This model conforms to the laws of thermodynamics, has clear parameter meanings, and has a wide range of applications.
[0047] 3. In view of the widespread application of rock and soil granular materials in rockfill dams, foundations, roadbeds, embankments and other rock and soil and water conservancy projects, a constitutive model for particle breakage under three-dimensional stress state is proposed for rock and soil granular materials. This fills the gap in the prediction method of particle breakage mechanical influence under complex stress paths. It has certain guiding significance for the design and construction of complex working conditions in actual engineering and has high engineering application value. Attached Figure Description
[0048] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0049] Figure 1 This is a schematic diagram of the particle distribution curve of rock and soil granular materials.
[0050] Figure 2 This is a flowchart illustrating the construction method of a constitutive model for particle fragmentation of rock and soil granular materials under three-dimensional stress.
[0051] Figure 3 This is a comparison chart of the stress difference-strain curves of soil particles under three-dimensional stress loading predicted by the constitutive model that considers particle fragmentation of soil particles under three-dimensional stress conditions, and the experimental values.
[0052] Figure 4 This is a comparison chart of the shear stress-strain curves of soil granular materials under three-dimensional stress loading predicted by the constitutive model considering particle fragmentation of soil granular materials under three-dimensional stress conditions, and the experimental values. Detailed Implementation
[0053] The technical solutions of the present invention will be clearly and completely described below with reference to the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.
[0054] Example 1
[0055] This invention considers a method for constructing a constitutive model of particle fragmentation in soil and rock granular materials under three-dimensional stress, such as... Figure 2 As shown, follow these steps:
[0056] The initial particle size distribution curve p0(x) of the studied soil and rock granular materials was determined by sieve analysis, and the final particle size distribution curve p was calculated based on fractal theory. u (x), and then, combined with the particle distribution density curve p(x) under a certain state during the loading process (the state at which the particle breakage degree is measured, i.e., the current state) measured by the sieving method, the particle breakage degree B is calculated:
[0057]
[0058]
[0059] Where x is the particle size, d M The maximum particle size in the initial particle distribution;
[0060] The maximum particle size d in the initial particle distribution of the soil and rock granular materials studied M With minimum particle size d m The statistical mean particle size was calculated using p0(x). <d0>, adopt p u (x) calculate its final value statistics mean particle size <D u , and further calculate the particle breakage weighted median evolution parameter
[0061]
[0062]
[0063]
[0064] Through the conventional triaxial test, the bulk modulus K and shear modulus G of the rock-soil particle material are obtained, and the Mohr circle is drawn and the internal friction angle is calculated according to different stress states (different stress states of the principal stress axis) in the conventional triaxial test According to the hydrostatic pressure p cs and the generalized shear stress q cs of the critical state in the conventional triaxial test, the critical stress ratio
[0065] According to the particle breakage degree B, the particle breakage weighted median evolution parameter , the bulk modulus K and the shear modulus G of the rock-soil particle material studied, the particle breakage energy E in the current state is calculated B , to further judge the stress-strain development stage:
[0066]
[0067] Wherein, p is the hydrostatic pressure in the current state, q is the generalized shear stress in the current state;
[0068] According to the internal friction angle of the rock-soil particle material, the influence of the shear stress in the three-dimensional stress state is quantified, and the quantitative value of the influence of the shear stress in the three-dimensional stress state is obtained
[0069]
[0070] Wherein, θ is the stress Lode angle, which is calculated through the current stress state under the stress path; τ represents the shear stress of the spatial sliding surface, σ N represents the normal stress of the spatial sliding surface,
[0071] Through the triaxial isotropic consolidation experiment, the e-lnp curve of the rock-soil particle material is obtained, and its critical consolidation strength p cr is obtained
[0072] According to the critical consolidation strength p cr , the particle breakage weighted median evolution parameter Bulk modulus K, critical breakage energy E for breakage of particles C :
[0073]
[0074] According to the particle breakage degree B, critical stress ratio M, and critical breakage energy E of the rock-soil granular material C , the particle breakage energy E in the current state B , the influence quantitative value of the three-dimensional stress state shear stress The hydrostatic pressure p in the current stress state is calculated by the following yield equation to calculate the yield surface function Y:
[0075]
[0076] According to the Y value to judge the stress-strain development stage, and calculate the stiffness tensor D corresponding to the stress-strain development stage ep :
[0077] The first stage is Y < 0, the rock-soil granular material has not appeared particle breakage, and the stress-strain development presents elastic characteristics, then D ep =D e , the elastic stiffness tensor D e is calculated by the bulk modulus K and the shear modulus G of the rock-soil granular material;
[0078] The second stage is Y ≥ 0, the rock-soil granular material appears particle breakage, and the stress-strain development presents elastic-plastic-broken characteristics, then D ep =D e +D p , the plastic stiffness tensor D p is calculated by the elastic stiffness tensor D e and the total differential equation of the yield surface function Y;
[0079] The strain tensor in the current state is defined as ε, the strain increment tensor is defined as dε, the stress in the stress path under the current state is defined as σ, the stress increment tensor is defined as dσ, the strain increment tensor dε is an input quantity, the number is determined according to actual needs, and the stress-strain relationship is calculated by the stiffness tensor D ep :
[0080] dσ=D ep :dε;
[0081] σ new =σ+dσ;
[0082] ε new =ε+dε.
[0083] Wherein, σ new represents the new stress calculated based on the previous stress-strain state and the stress increment tensor, and ε new This represents the new strain tensor calculated based on the strain tensor and strain increment tensor of the previous stress-strain state.
[0084] In the yield equation, the change in particle fragmentation degree B from 0 to 1 reflects the evolution of the particle distribution curve from its initial to its final value; the weighted median evolution parameter of particle fragmentation... Reflects the degree of difference between the weighted median of the initial and final particle distribution curves; the critical crushing energy E of particle breakage. C It reflects the critical energy at which particles initially break down, and is thus used to determine the stress-strain state; the quantitative value of the influence of shear stress under three-dimensional stress state. By introducing material mechanics parameters, the shear effect under different stress states can be reflected.
[0085] Example 2
[0086] Sand, as a common type of rock and soil granular material, is often used in foundation and roadbed engineering. It exhibits different mechanical characteristics under complex stress states, and the impact of particle breakage on mechanical response is difficult to predict using conventional models. Therefore, it is impossible to accurately predict the mechanical characteristics caused by particle breakage and particle size evolution under three-dimensional stress states.
[0087] In this embodiment of the invention, sand with a particle size of 0.075-2 mm is used as the material, and the sand is obtained by sieving. Figure 1 The initial particle distribution curve p0(x) shown is used to calculate the statistical mean particle size of the sand. The final particle density curve of the sand was calculated based on fractal theory. Compared with the final value statistical mean particle size The weighted median evolution parameters of particle breakage of the sand were calculated.
[0088] The elastic modulus of the sand was obtained through conventional triaxial tests, and its volumetric and shear moduli were calculated. The relationship between the major and minor principal stresses was also obtained through these tests, leading to the calculation of the friction angle. The critical stress ratio M was obtained through this conventional triaxial test.
[0089] The critical consolidation strength p was obtained through isotropic consolidation experiments in conventional triaxial tests. cr =450kPa, and the critical crushing energy E for particle crushing was calculated. C =0.4 kPa, and simultaneously calculate the particle crushing energy under the current state using the hydrostatic pressure p and generalized shear stress q.
[0090] The stress Lode angle θ is calculated by determining the current stress state under the stress path, and the quantified value of the influence of shear stress under the three-dimensional stress state is further calculated.
[0091] The stress-strain development stage is determined by the yield equation Y, and the stiffness tensor D is calculated. ep :
[0092]
[0093] In the first stage, Y < 0, then D ep =D e Based on the elastic stiffness tensor D e calculate;
[0094] In the second stage, Y≥0, then D ep =D e +D p Plastic stiffness tensor D p Through the elastic stiffness tensor D e Calculate the total differential equation with respect to Y.
[0095] The stress tensor σ and stress increment tensor dσ, and the strain tensor ε and strain increment tensor dε are calculated using the following formulas:
[0096] dσ=D ep :dε;
[0097] σ new =σ+dσ;
[0098] ε new =ε+dε.
[0099] The prediction results of the constitutive model considering particle fragmentation of soil and rock granular materials under three-dimensional stress are as follows: Figures 3-4 As shown, Figure 3 Stress paths 1-4 correspond to: minor principal stress σ3 = 500 kPa, and intermediate principal stress coefficients of 0, 0.25, 0.5, and 1, respectively; Figure 4 Stress paths 1-4 correspond to a confining pressure of 400 kPa, with principal stress coefficients of 0, 0.25, 0.5, and 1, respectively. Figures 3-4 It can be seen that under various complex three-dimensional stress states, the predicted values are highly correlated with the measured values, indicating that the yield equation of the present invention has strong rationality.
[0100] Existing experimental techniques cannot reflect and calculate the mechanical response and related stress-strain curves of particle breakage under three-dimensional stress conditions through particle size evolution. The correlation between particle breakage and the mechanical response of soil and rock granular materials is weak, and the stress state under complex stress paths is difficult to predict, thus failing to accurately determine the mechanical impact of particle breakage under complex stress paths. This invention utilizes the particle distribution curve of soil and rock granular materials, quantifies the particle size evolution law during the breakage process by defining particle breakage degree and weighted median particle breakage evolution parameters, and constructs a stiffness tensor based on the mechanical parameters of granular materials obtained from conventional triaxial tests to calculate the stress-strain relationship. The mechanical parameters obtained from conventional triaxial tests quantify the influence of shear stress on granular materials under three-dimensional stress conditions and apply them to the stress-strain state yield equation Y, which is then reflected in the constructed stiffness tensor and the calculated stress-strain relationship.
[0101] Because different particulate materials have significantly different mechanical properties, these differences can all be directly reflected by the parameters of the constitutive model for particle breakage of soil and rock granular materials under three-dimensional stress conditions in this embodiment, and are also reflected in the output results of the constitutive model. Therefore, this constitutive model has good adaptability. Furthermore, the essence of the influence of particle breakage on the mechanical response of granular materials lies in the fact that particle breakage leads to the reorganization of particle arrangement, which in turn affects the mechanical response of granular materials under external forces. This influence includes the impact of stress-strain development caused by particle breakage, and the impact on the critical state of the material, etc., all of which can be reflected by the constitutive model for particle breakage of soil and rock granular materials under three-dimensional stress conditions in this embodiment. Therefore, the constitutive model of this embodiment follows and reveals the essence of the mechanical influence of particle breakage, making the prediction results more accurate.
[0102] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention are included within the scope of protection of the present invention.
Claims
1. A method for constructing a constitutive model considering particle breakage of geotechnical granular materials under three-dimensional stress states, characterized in that, Comprising the steps of: According to the internal friction angle of the studied rock-soil granular material Quantify the influence of shear stress under three-dimensional stress state, and obtain the quantified value of the influence of shear stress under three-dimensional stress state; based on the particle breakage degree B, the critical stress ratio M, and the critical breakage energy E of the rock-soil granular material C the particle breakage energy E in the current state B a quantitative value of the influence of the three-dimensional stress state shear stress, the hydrostatic pressure p in the current stress state, and the yield surface function Y The stress-strain development stage is judged according to the value of the yield surface function Y, and the stiffness tensor D corresponding to the stress-strain development stage is calculated ep ; According to the stiffness tensor D ep , the strain tensor of the current state is calculated as ε, the strain increment tensor is dε, the stress of the current state under the stress path is σ, and the stress increment tensor is dσ; The yield surface function Y is calculated by the following yield equation: wherein, the stress lode angle θ, the internal friction angle of the geotechnical granular material a three-dimensional stress state shear stress influence quantification of the generalized shear stress q at the current stress state; Quantification of the influence of the three-dimensional stress state on the shear stress is: where τ denotes the shear stress of the spatial slip plane, σ N denotes the normal stress of the spatial slip plane, q is the generalized shear stress in the current state; By the stiffness tensor D ep The stress-strain relationship is calculated as follows: dσ = D ep : dε; σ new = σ + dσ; ε new = ε + dε; where σ new denotes the new stress calculated based on the previous stress-strain state and the stress increment tensor, ε new denotes the new strain tensor calculated based on the previous stress-strain state and the strain increment tensor.
2. The method of constructing a constitutive model considering particle breakage of rock and soil granular materials under three-dimensional stress states according to claim 1, characterized in that, According to the Y value, the stress-strain development stage is judged, and the stiffness tensor D corresponding to the stress-strain development stage is calculated ep The specific process is as follows: If the first stage is Y < 0, then D ep = D e , D e is the elastic stiffness tensor; The second stage is Y ≥ 0, then D ep = D e + D p , D p is the plastic stiffness tensor.
3. The method of constructing a constitutive model considering particle breakage of granular materials of rock and soil under three-dimensional stress state according to claim 1 or 2, characterized in that, Further comprising: determining an initial particle distribution density curve p0(x) of the geotechnical granular material under study, calculating a final value particle distribution density curve p u (x) of the geotechnical granular material under study, and further calculating a particle breakage degree B in combination with a particle distribution density curve p(x) at a current state during a load application process: where x is the particle size, d M is the largest particle size in the initial particle distribution.
4. The method of constructing a constitutive model considering particle breakage of granular materials of rock and soil under three-dimensional stress states according to claim 1 or 2, characterized in that, Further comprising: The maximum particle size d in the initial particle distribution of the geotechnical granular material under study M The minimum particle size d m The statistical mean particle size of the initial particle distribution density curve p0(x) of the geotechnical granular material under study is calculated <d0>, the final value particle distribution density curve p of the geotechnical granular material studied is adopted u (x) the final value statistical mean particle size <D u > is calculated, and the particle breakage weighted median evolution parameter Further comprising:
5. The method of constructing a constitutive model considering particle crushing of granular rock and soil materials under three-dimensional stress states according to claim 1 or 2, characterized in that, where x is the particle size. The bulk modulus K and shear modulus G of the granular rock-soil material under study are obtained by means of a conventional triaxial test, and the internal friction angle is calculated The hydrostatic pressure p at the critical state of the conventional triaxial test is determined cs The generalized shear stress q is determined cs The critical stress ratio is calculated 6. The method of constructing a constitutive model considering particle crushing of geotechnical granular materials under three-dimensional stress states according to claim 1 or 2, characterized in that, Further comprising: According to the particle breakage degree B and the particle breakage weighted median evolution parameter of the granular material studied The bulk modulus K, the shear modulus G, the hydrostatic pressure p and the generalized shear stress q in the current state, and the particle breakage energy E in the current state are calculated B :
7. The method of constructing a constitutive model considering particle breakage of granular materials of rock and soil under three-dimensional stress states according to claim 1 or 2, characterized in that, Further comprising: Further comprising: Further comprising: The e-lnp curve of the studied geotechnical granular material is obtained through triaxial isotropic consolidation experiments, and the critical consolidation strength p cr ; According to the critical consolidation strength p of the studied geotechnical granular material cr , the granular breakage weighted mean evolution parameter the bulk modulus K, the critical breakage energy E of the granular breakage being calculated C :