A method for calculating high-temperature-stress coupling strength of deep rock considering mining disturbance

Abstract

The application provides a deep rock high-temperature-stress coupling strength calculation method considering mining disturbance, relates to the technical field of geotechnical engineering strength evaluation, establishes a rock high-temperature-stress coupling strength calculation method considering the influence of dynamic disturbance, makes up for the defects that the prior art does not simultaneously consider the coupling influence effects of high temperature, stress and dynamic load on rock strength, proposes a rock strength yield criterion containing temperature, stress, damage and strain rate parameters, and the rock strength yield criterion can more accurately evaluate the rock strength under different complex environmental conditions, quantifies the relative contributions of high-temperature effects and strain rate effects to the rock strength through the weighting principle, adjusts the weighting parameters to adapt to different working conditions, realizes the accurate calculation of the rock strength under different temperature-dynamic load coupling conditions, has stronger physical meaning of parameters compared with empirical formulas, and has higher calculation result precision, and compared with model test or in-situ monitoring methods, the method is small in consumption of manpower and material resources, and has good economy and applicability.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of geotechnical engineering strength evaluation, and particularly relates to a deep rock high-temperature-stress coupling strength calculation method considering mining disturbance. BACKGROUND

[0002] With the rapid development of deep mineral resources development, deep space utilization and other engineering, deep rock engineering is facing an increasingly complex occurrence environment. Deep rock mass is generally under the extreme multi-field coupling conditions of high geostress, high ground temperature, high permeability pressure and strong mining disturbance (referred to as "three high and one disturbance"). At present, the research on the mechanical properties of deep rock is mostly focused on single factor, such as strength and deformation characteristics under high geostress, high ground temperature, high permeability pressure or specific type of dynamic load, and the corresponding theoretical model and calculation method are established. These research results provide an important basis for understanding the behavior of deep rock under the action of single factor.

[0003] In addition to high permeability pressure, the combined action of high geostress, high ground temperature and mining disturbance is almost a challenge faced by every deep rock engineering, which poses a serious threat to the mechanical behavior of rock and the long-term stability of engineering. Under such extreme working conditions, rock material will be under the combined influence of complex stress state caused by high geostress, thermal damage and degradation caused by high ground temperature, and dynamic load induced by mining disturbance (such as blasting, mechanical vibration, etc.), and will show extremely complex nonlinear strength characteristics and damage and failure mechanism.

[0004] In actual deep engineering environment, high geostress, high ground temperature and strong mining disturbance often exist simultaneously and are coupled with each other, and act on the rock mass together. The existing researches mostly fail to effectively characterize the profound influence of the synergistic coupling effect of the three key factors on the strength and failure behavior of rock. Especially under the coupling action, the damage evolution path, strength threshold and instability mode of rock may be significantly different from those under the action of single factor. Therefore, it is urgent to propose a rock strength calculation method that can consider the coupling effect of high geostress, high ground temperature and mining disturbance. SUMMARY

[0005] In order to solve the problems existing in the prior art, the present application provides a deep rock high-temperature-stress coupling strength calculation method considering mining disturbance, comprising the following steps:

[0006] Step 1, constructing a rock yield surface expression related to stress, temperature, damage and strain rate.

[0007] Step 2, deriving rock viscoplastic strain and damage calculation formula by using Ziegler orthogonal principle and maximum dissipation principle.

[0008] Step 3, the damage loading function is introduced to characterize the damage deterioration effect of rock strength, and the damage evolution expression is derived by the damage consistency criterion.

[0009] Step 4, the rock dynamic load-high temperature-stress damage constitutive model obtained in steps 1-3 is embedded into the continuous medium finite element software for numerical implementation.

[0010] Step 5, the rock dynamic load-high temperature-stress damage constitutive model parameters are calibrated through rock indoor mechanical tests under different dynamic loads, temperatures and stress coupling effects, wherein the model calibration parameters include elastic parameters, yield surface parameters, viscoplastic parameters, damage parameters, temperature effect parameters and strain rate effect parameters.

[0011] Step 6, the calibrated rock dynamic load-high temperature-stress damage constitutive model is used for simulation tests, and the model calibration parameters are reasonably verified.

[0012] Step 7, the stress, temperature and dynamic disturbance external loading conditions of the deep rock mass engineering are input to the rock dynamic load-high temperature-stress damage constitutive model, and the rock strength is calculated.

[0013] Optionally, the step 1 specifically comprises:

[0014] The rock yield surface expression related to stress, temperature, damage and strain rate is constructed:

[0015] .

[0016] In the formula, f vp is the rock yield surface function, σ ij is the rock stress, is the viscoplastic internal variable, is the viscoplastic strain rate, d is the damage, is the temperature, I1=σ1+σ2+σ3 represents the first invariant of the stress tensor, J2=[(σ1−σ2) 2 +(σ2−σ3) 2 +(σ3−σ1) 2 ] / 6 represents the second invariant of the stress deviator, p a =1MPa is a parameter for non-dimensionalization, k is the hydrostatic tensile strength of the rock, m is a parameter reflecting the nonlinear degree of the yield surface varying with the size of the confining pressure, and α is a hardening parameter for reflecting the evolution trend of the rock yield surface with damage, strain rate, temperature and viscoplastic internal variable.

[0017] α is expressed as:

[0018] .

[0019] where α i and α f represent the initial and peak positions of the yield surface in the meridian plane, κ vp is used to control the evolution rate of the yield surface, and are functions reflecting the influence of temperature effect and strain rate effect on rock strength.

[0020] The temperature effect function is expressed as:

[0021] .

[0022] where κ T is used to control the evolution rate of the temperature effect function, and determines the rock strength at different temperatures, T ref is the reference temperature.

[0023] The strain rate effect function is expressed as:

[0024] .

[0025] where is the reference viscoplastic strain rate, and χ is a parameter used to control the evolution rate of the strain rate effect function.

[0026] The rock stress is expressed as:

[0027] .

[0028] where is the linear thermal expansion coefficient, is the Kronecker symbol, i = j, = 1, i ≠ j, = 0, is the fourth-order elastic stiffness matrix of the undamaged material.

[0029] is expressed as:

[0030] .

[0031] where and are the elastic modulus and Poisson's ratio of the undamaged rock material, respectively.

[0032] Optionally, the step 2 specifically comprises:

[0033] The rock viscoplastic strain and damage calculation formula is derived by using the Ziegler orthogonality principle and the maximum dissipation theory:

[0034] .

[0035] .

[0036] where λ vp and λ d are non-negative viscoplastic and damage multipliers, f d is a damage loading function, and Y is a damage driving force.

[0037] Y is expressed as:

[0038] .

[0039] where s is a parameter controlling the evolution of the damage driving force.

[0040] According to the viscoplastic overstress theory, the viscoplastic multiplier λ vp is expressed as:

[0041] .

[0042] where μ is a viscous flow coefficient, and n vp is a strain rate effect exponent.

[0043] The temperature effect and the strain rate effect are coupled into the viscous flow coefficient μ by using a weighting principle, and μ is expressed as:

[0044] .

[0045] where μ is the viscoplastic flow coefficient at room temperature and quasi-static conditions, and a and b are weighting coefficients used to reflect the effects of temperature and dynamics on the viscous flow coefficient, respectively.

[0046] Optionally, the step 3 specifically includes:

[0047] The damage loading function is introduced and expressed as:

[0048] .

[0049] where ω is a parameter reflecting the effect of confining pressure on the damage evolution rate of rock.

[0050] The loading-unloading conditions of rock damage are expressed in the Kuhn-Tucker form as:

[0051] .

[0052] According to formula (12) and (13), the damage multiplier is expressed as:

[0053] .

[0054] Substituting formula (12) and (14) into formula (8) and integrating, the rock damage evolution expression is obtained as:

[0055] .

[0056] Optionally, the step 4 is realized by building a numerical implementation framework in a continuous medium finite element software, and the numerical implementation framework comprises a mechanics module, a viscoplasticity module and a damage module.

[0057] The mechanics module solves formula (1) to calculate the constitutive stress-strain behavior of the rock material, so as to update the rock yield surface and the damage state.

[0058] The viscoplasticity module solves formula (7) to calculate the rock viscoplastic strain, so as to update the rock stress state and serve as the damage driving force.

[0059] The damage module solves formula (14) to determine the rock damage evolution, so as to update the rock stiffness and the viscoplastic strain.

[0060] Optionally, the step 6 specifically comprises:

[0061] The calibrated rock dynamic load-high temperature-stress damage constitutive model is used to simulate the rock triaxial compression test under different confining pressure conditions at normal temperature environment, and the rationality of the elastic parameters, the viscoplasticity parameters and the damage parameters is determined according to the coincidence degree of the simulation results and the measured results.

[0062] The calibrated rock dynamic load-high temperature-stress damage constitutive model is used to simulate the rock dynamic impact test under different strain rate conditions, and the rationality of the strain rate effect parameters is determined according to the coincidence degree of the simulation results and the measured results.

[0063] The calibrated rock dynamic load-high temperature-stress damage constitutive model is used to simulate the rock triaxial compression test under different temperature and confining pressure conditions, and the rationality of the temperature effect parameters is determined according to the coincidence degree of the simulation results and the measured results.

[0064] After the above technical solutions are adopted, the present application has the following beneficial effects:

[0065] (1) The application establishes a rock high-temperature-stress coupling strength calculation method considering the influence of dynamic disturbance, which makes up for the defects that the prior art does not simultaneously consider the coupling influence effects of high temperature, stress and dynamic load on rock strength.

[0066] (2) The rock strength yield criterion containing temperature, stress, damage and strain rate parameters provided by the application can more accurately evaluate the rock strength under different complex environmental conditions.

[0067] (3) The application quantifies the relative contribution of high-temperature effect and strain rate effect to rock strength through the weighting principle, and realizes accurate calculation of rock strength under different temperature-dynamic load coupling conditions by adjusting the weighting parameters to adapt to different working conditions.

[0068] (4) Compared with empirical formulas, the parameters have stronger physical meaning and higher calculation result accuracy; compared with model test or in-situ monitoring methods, the application has shorter required time, smaller manpower and material resources consumption, and good economy and applicability. BRIEF DESCRIPTION OF DRAWINGS

[0069] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the drawings needed to be used in the embodiments or the prior art description will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the application, and other drawings can be obtained by those skilled in the art without creative labor.

[0070] Figure 1 The numerical implementation framework diagram of the rock dynamic load-high temperature-stress damage constitutive model provided by the application.

[0071] Figure 2 For parameter calibration of the Beishan granite dynamic load-high temperature-stress damage constitutive model, (a) is the evolution of the first invariant of the stress tensor with the viscoplastic internal variable, (b) is the evolution of the second invariant of the stress deviator with the viscoplastic internal variable, (c) is the calibration of the rock yield surface corresponding to different viscoplastic internal variables, and (d) is the calibration of the evolution process of the hardening parameter with the viscoplastic internal variable.

[0072] Figure 3 For the simulation results of the calibrated Beishan granite dynamic load-high temperature-stress damage constitutive model under different confining pressure conditions in normal temperature environment, the simulation results are compared with the measured results.

[0073] Figure 4 For the simulation results of the calibrated Beishan granite dynamic load-high temperature-stress damage constitutive model under different strain rate conditions, the simulation results are compared with the measured results.

[0074] Figure 5Fig. 3 is a comparison diagram of the simulation results and the measured results of the triaxial compression test of the Beishan granite under different temperature and confining pressure conditions, wherein (a) is a comparison diagram of the simulation results and the measured results of the triaxial compression test of the Beishan granite under different temperature conditions by the calibrated dynamic load-high temperature-stress damage constitutive model, and (b) is a comparison diagram of the simulation results and the measured results of the triaxial compression test of the Beishan granite under different confining pressure conditions by the calibrated dynamic load-high temperature-stress damage constitutive model.

[0075] Figure 6 Fig. 4 is a comparison diagram of the simulation results and the measured results of the mechanical response of the Beishan granite under the coupling condition of dynamic load-high temperature-stress. DETAILED DESCRIPTION

[0076] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the present application.

[0077] In deep rock engineering, high geostress, high geotemperature and strong mining disturbance often coexist and are coupled with each other, and jointly affect the mechanical behavior of rock. However, the current research method mainly focuses on the influence analysis of a single factor (such as only high geostress, only high geotemperature) or a simplified disturbance mode (such as quasi-static load) on the strength of rock, and such a model is often difficult to effectively characterize the complex coupling effect of high geostress, high geotemperature and mining disturbance. At present, there is still a lack of a perfect calculation method that can be used to quantitatively predict and evaluate the high temperature-stress coupling strength characteristics and damage evolution law of deep rock considering mining disturbance.

[0078] After research, a deep rock high temperature-stress coupling strength calculation method considering mining disturbance is proposed, which can accurately calculate the strength evolution law of rock under different stress, temperature and dynamic loading conditions, and can be used as a theoretical tool for guiding the strength design of deep rock engineering under the complex environment of “three highs and one disturbance”. The core content of the method is as follows:

[0079] (1) Rock strength criterion form: a rock strength criterion considering the coupling effects of temperature, stress, damage and strain rate is proposed, which truly reflects the nonlinear response characteristics of rock strength under complex external load.

[0080] (2) Rock viscoplastic strain and damage calculation method: based on the Ziegler orthogonality principle and the maximum dissipation principle, the calculation formula of rock viscoplastic strain and damage is derived and established.

[0081] (3) Temperature effect and strain rate effect coupling method: the relative contributions of temperature effect and strain rate effect to rock strength are quantified based on the weighting principle, and a rock viscoplastic strain calculation method under the coupling of temperature and dynamic load is constructed.

[0082] (4) Model parameter accurate calibration method: according to the principle that the same plastic internal variable corresponds to the same yield surface, the evolution process of the rock yield surface can be calibrated conveniently and quickly, and then the accurate calibration of the model parameters is realized.

[0083] The embodiment of the present application provides a deep rock high-temperature-stress coupling strength calculation method considering mining disturbance, comprising the following steps:

[0084] Step 1, constructing a rock yield surface expression related to stress, temperature, damage and strain rate.

[0085] Specifically, the rock yield surface expression related to stress, temperature, damage and strain rate is:

[0086] .

[0087] In the formula, f vp is a rock yield surface function, σ ij is a rock stress, is a viscoplastic internal variable, is a viscoplastic strain rate, d is a damage, is a temperature, I1=σ1+σ2+σ3 represents the first invariant of the stress tensor, J2=[(σ1−σ2) 2 +(σ2−σ3) 2 +(σ3−σ1) 2 ] / 6 represents the second invariant of the stress deviator, p a =1MPa is a parameter for non-dimensionalization, k is the hydrostatic tensile strength of the rock, m is a parameter reflecting the nonlinear degree of the yield surface varying with the size of the confining pressure, and alpha is a hardening parameter for reflecting the evolution trend of the rock yield surface with damage, strain rate, temperature and viscoplastic internal variable.

[0088] Alpha is expressed as:

[0089] .

[0090] In the formula, alpha i and alpha f respectively represent the starting position and peak position of the yield surface on the meridian plane, kappa vp is used to control the evolution rate of the yield surface, and are functions reflecting the influence of temperature effect and strain rate effect on rock strength.

[0091] The temperature effect function is expressed as:

[0092] .

[0093] where κ T The evolution rate of the temperature effect function is used to determine the rock strength at different temperatures, T ref is the reference temperature, which is set to 25°C.

[0094] The strain rate effect function is expressed as:

[0095] .

[0096] where is the reference visco-plastic strain rate, which is set to 1 x 10-5 / s, and χ is a parameter that controls the evolution rate of the strain rate effect function.

[0097] The rock stress is expressed as:

[0098] .

[0099] where is the linear thermal expansion coefficient, is the Kronecker symbol, i = j, = 1, i ≠ j, = 0, is the fourth-order elastic stiffness matrix of the undamaged material.

[0100] is expressed as:

[0101] .

[0102] where and are the elastic modulus and Poisson's ratio of the undamaged rock material, respectively.

[0103] Step 2, the rock visco-plastic strain and damage calculation formula is derived by using the Ziegler orthogonal principle and the maximum dissipation principle.

[0104] Specifically, the rock visco-plastic strain and damage calculation formula is derived by using the Ziegler orthogonal principle and the maximum dissipation theory as follows:

[0105] .

[0106] .

[0107] where λ vp and λ d are non-negative viscoplastic multiplier and damage multiplier, respectively, f d is damage loading function, and Y is damage driving force.

[0108] Y is expressed as:

[0109] .

[0110] where s is a parameter to control the evolution of damage driving force.

[0111] A series of computational expressions have been proposed for the viscoplastic multiplier λ vp , among which the viscoplastic overstress theory has been widely applied to simulate the dynamic response characteristics of brittle materials such as rock due to its simple structure and easy numerical implementation. According to the viscoplastic overstress theory, the viscoplastic multiplier λ vp is expressed as:

[0112] .

[0113] where μ is viscous flow coefficient, and n vp is strain rate effect exponent.

[0114] In order to accurately quantify the effects of strain rate and temperature on rock strength, the temperature effect and the strain rate effect are coupled into the viscous flow coefficient μ , which is expressed as:

[0115] .

[0116] where μ is the viscoplastic flow coefficient under normal temperature and quasi-static condition, and a and b are weighting coefficients to reflect the effects of temperature and dynamic on the viscous flow coefficient μ

[0117] Step 3, the damage loading function is introduced to characterize the damage degradation effect of rock strength, and the damage evolution expression is derived by damage consistency criterion.

[0118] Specifically, the damage loading function is introduced and expressed as:

[0119] .

[0120] where ω is a parameter to reflect the effect of confining pressure (σ3) on the damage evolution rate of rock.​

[0121] The loading-unloading conditions of rock damage are expressed in the Kuhn-Tucker form as:

[0122] .

[0123] According to the equations (12) and (13), the damage multiplier is expressed as:

[0124] .

[0125] Substituting the equations (12) and (14) into the equation (8) and integrating, the rock damage evolution expression is obtained as:

[0126] .

[0127] Step 4, embedding the rock dynamic load-high temperature-stress damage constitutive model obtained in steps 1-3 into the continuous medium finite element software for numerical implementation.

[0128] Specifically, a numerical implementation framework is built in the continuous medium finite element software, as shown in FIG. 1, the numerical implementation framework includes a mechanics module, a viscoplasticity module and a damage module. Figure 1

[0129] The mechanics module solves the equation (1) to calculate the constitutive stress-strain behavior of the rock material, so as to update the rock yield surface and the damage state.

[0130] The viscoplasticity module solves the equation (7) to calculate the rock viscoplastic strain, so as to update the rock stress state and serve as the damage driving force.

[0131] The damage module solves the equation (14) to determine the rock damage evolution, so as to update the rock stiffness and the viscoplastic strain.

[0132] The numerical implementation framework adopts a fully coupled solving strategy with unconditional stability, which simultaneously solves the three modules in one iteration. Compared with the traditional separated solving method for multi-physical field problems, the fully coupled solving method generally provides better convergence and requires fewer iteration times, although it generally requires more computational cost. The standard Galerkin method and the implicit backward differentiation formula (BDF) are used for spatial and temporal discretization, respectively. The Newton-Raphson iteration method is selected to solve the nonlinear equations, the relative tolerance is set to 0.001, the absolute tolerance is set to 0.1, and the maximum iteration number is 25.

[0133] Step 5, calibrating the rock dynamic load-high temperature-stress damage constitutive model parameters through rock indoor mechanical tests under different dynamic loads, temperatures and stress coupling effects. ​

[0134] Specifically, based on the indoor mechanical test data of Beishan granite under different temperature, strain rate and confining pressure conditions, the elastic parameters ( and The viscoplastic parameter (α) can be determined by the linear segment of a triaxial compression test. i α f κ vp The damage parameters (α and χ) and (s and ω) can be obtained by calibrating the yield surface evolution process. Based on the principle that the same viscoplastic intrinsic variable lies on the same yield surface, the yield surface evolution under different viscoplastic intrinsic variables can be calibrated, thereby determining the viscoplastic parameter (α). i α f κ vp and χ) and damage parameters (s and ω), such as Figure 2 As shown in Table 1, the strain rate effect parameters and temperature effect parameters of the model can be determined by triaxial compression tests of rocks under different temperature conditions and strain rates.

[0135] Table 1. Constitutive model parameters for dynamic load-high temperature-stress damage of Beishan granite.

[0136]

[0137] Step 6: Conduct simulation tests using the calibrated rock dynamic load-high temperature-stress damage constitutive model to verify the rationality of the model calibration parameters.

[0138] Step 6: Conduct simulation tests using the calibrated rock dynamic load-high temperature-stress damage constitutive model to verify the rationality of the model calibration parameters.

[0139] Specifically, the calibrated dynamic load-high temperature-stress damage constitutive model of Beishan granite was used to simulate triaxial compression tests of rock under different confining pressures in a normal temperature environment. The simulation results were compared with the measured results, such as... Figure 3 As shown, the simulation results are in good agreement with the measured results, indicating that the proposed dynamic load-high temperature-stress damage constitutive model can well reproduce the mechanical responses such as initial yielding, hardening and softening, as well as the characteristic stress states such as peak and residual strength of Beishan granite during triaxial compression. This proves that the elastic parameters, viscoplastic parameters and damage parameters listed in Table 1 are reasonable.

[0140] Dynamic impact tests of rock under different strain rate conditions were simulated using a calibrated constitutive model of Beishan granite subjected to dynamic load-high temperature-stress damage. The simulation results were compared with the measured results. Figure 4As shown in Fig. 6, it can be seen that the simulation results are in good agreement with the measured results, indicating that the proposed dynamic load-high temperature-stress damage constitutive model can better capture the strengthening phenomenon of the mechanical strength of Beishan granite increasing with the increase of strain rate, and it is proved that the strain rate effect parameters in Table 1 are reasonable.

[0141] The dynamic load-high temperature-stress damage constitutive model of Beishan granite after calibration is used to simulate the triaxial compression test of rock under different temperatures and confining pressures, and the simulation results are compared with the measured results, as shown in Fig. 7. Figure 5 As shown in Fig. 7, it can be seen that the simulation results are in good agreement with the measured results, indicating that the proposed dynamic load-high temperature-stress damage constitutive model can better depict the initial yield, hardening and softening of Beishan granite under thermal-mechanical coupling conditions, and can also accurately reflect the evolution trend of the mechanical strength of Beishan granite gradually decreasing with the increase of temperature, proving that the temperature effect parameters in Table 1 are reasonable.

[0142] Step 7, inputting stress, temperature and dynamic disturbance and other external loading conditions into the rock dynamic load-high temperature-stress damage constitutive model according to the occurrence environment of deep rock mass engineering, calculating the rock strength.

[0143] Specifically, since the model parameters listed in Table 1 have been simulated and verified by three different tests of normal temperature, thermal-mechanical coupling and dynamic impact, the evolution trend of rock high temperature-stress coupling strength considering mining dynamic disturbance is simulated and calculated, and the simulation results are compared with the measured results, as shown in Fig. 8. Figure 6 As shown in Fig. 8, it can be seen that the simulation results are in good agreement with the measured results, indicating that the developed dynamic load-high temperature-stress damage constitutive model of Beishan granite can uniformly and faithfully capture the mechanical response of Beishan granite under the coupling of dynamic load-high temperature-stress.

[0144] The technical scheme of the present application has been described in conjunction with the preferred embodiments shown in the drawings, but those skilled in the art can easily understand that the protection scope of the present application is obviously not limited to these specific embodiments. Those skilled in the art can make equivalent changes or replacements to related technical features without departing from the principles of the present application, and the technical scheme after the changes or replacements will fall within the protection scope of the present application.

Claims

1. A deep rock high temperature-stress coupling strength calculation method considering mining disturbance, characterized in that, The method comprises the following steps: Step 1, constructing a rock yield surface expression related to stress, temperature, damage and strain rate; Step 2, deriving rock visco-plastic strain and damage calculation formulae by using Ziegler orthogonal principle and maximum dissipation principle; Step 3, introducing a damage loading function to represent the rock strength damage degradation effect, and deriving a damage evolution expression by using a damage consistency criterion; Step 4, embedding the rock dynamic load-high temperature-stress damage constitutive model obtained in steps 1-3 into a continuous medium finite element software for numerical implementation; Step 5, calibrating the rock dynamic load-high temperature-stress damage constitutive model parameters by rock indoor mechanical tests under different dynamic loads, temperatures and stress coupling effects, wherein the model calibration parameters include elastic parameters, yield surface parameters, visco-plastic parameters, damage parameters, temperature effect parameters and strain rate effect parameters; Step 6, verifying the rationality of the model calibration parameters by using the calibrated rock dynamic load-high temperature-stress damage constitutive model to perform simulation tests; Step 7, inputting stress, temperature and dynamic disturbance into the rock dynamic load-high temperature-stress damage constitutive model according to the occurrence environment of the deep rock mass engineering, and calculating the rock strength; Step 1 specifically comprises: constructing a rock yield surface expression related to stress, temperature, damage and strain rate: （1）； where f vp is the rock yield surface function, σ ij is the rock stress, is the viscoplastic internal variable, is the viscoplastic strain rate, d is the damage, is the temperature, I1=σ1+σ2+σ3 represents the first invariant of the stress tensor, J2=[(σ1−σ2) 2 +(σ2−σ3) 2 +(σ3−σ1) 2 ] / 6 represents the second invariant of the stress deviator, p a =1 MPa is a parameter for non-dimensionalization, k is the hydrostatic tensile strength of the rock, m is a parameter reflecting the variation of the degree of nonlinearity of the yield surface with the magnitude of the confining pressure, and α is a hardening parameter for reflecting the evolution trend of the rock yield surface with the damage, the strain rate, the temperature, and the viscoplastic internal variable. α is represented as: （2）； where α i and α f denote the initial and peak positions of the yield surface in the meridian plane, respectively, κ vp is used to control the evolution rate of the yield surface, and are functions reflecting the influence of temperature effect and strain rate effect on rock strength; the temperature effect function is represented as: （3）； wherein κ T for controlling the rate of evolution of the temperature effect function, which determines the rock strength at different temperatures, T ref is the reference temperature; the strain rate effect function is represented as: （4）； wherein is the reference viscoplastic strain rate, and χ is a parameter that controls the evolution rate of the strain rate effect function. the rock stress is represented as: （5）； wherein is the linear thermal expansion coefficient, is the Kronecker symbol, i = j, = 1, i≠j, = 0, is the fourth order elastic stiffness matrix of the lossless material; is represented as: （6） ； wherein and E and v are the elastic modulus and Poisson's ratio of the intact rock material, respectively.

2. The method according to claim 1, wherein, The step 2 specifically comprises: deriving rock visco-plastic strain and damage calculation formulae by using Ziegler orthogonal principle and maximum dissipation theory: （7）； （8）； where λ vp and λ d are non-negative viscoplastic and damage multipliers, respectively, f d is a damage loading function, and Y is a damage driving force. Y is represented as: （9）； in the formula, s is a parameter for controlling the evolution of damage driving force; According to the viscoplastic overstress theory, the viscoplastic multiplier λ vp is expressed as: （10）； wherein is the coefficient of viscous flow, n vp is the strain rate effect exponent; Coupling temperature and strain rate effects into the viscous flow coefficient using a weighting principle In some embodiments, is represented as: （11） ； wherein is the viscoplastic flow coefficient at ambient temperature and quasi-static conditions, a and b are weighting factors to reflect the influence of temperature and dynamics on the viscoplastic flow coefficient, respectively.

3. The method according to claim 2, wherein, The step 3 specifically comprises: introducing a damage loading function, and the damage loading function is represented as: （12）； in the formula, ω is a parameter for reflecting the influence of confining pressure on the damage evolution rate of rock; the loading and unloading conditions of rock damage are represented in the form of Kuhn-Tucker: （13）； according to formulae (12) and (13), the damage multiplier is represented as: （14）； substituting formulae (12) and (14) into formula (8) and integrating, the rock damage evolution expression is obtained as: （15）。 4. The method according to claim 3, wherein, The step 4 is realized by building a numerical implementation framework in the continuous medium finite element software, and the numerical implementation framework comprises a mechanics module, a visco-plasticity module and a damage module; the mechanics module solves formula (1) to calculate the constitutive stress-strain behavior of rock material, so as to update the rock yield surface and damage state; the visco-plasticity module solves formula (7) to calculate the rock visco-plastic strain, so as to update the rock stress state and serve as the damage driving force; the damage module solves formula (14) to determine the rock damage evolution, so as to update the rock stiffness and visco-plastic strain.

5. The method according to claim 1, wherein, The step 6 specifically comprises: using the calibrated rock dynamic load-high temperature-stress damage constitutive model to simulate rock triaxial compression tests under different confining pressure conditions in a normal temperature environment, and determining the rationality of the elastic parameters, visco-plastic parameters and damage parameters according to the fitting degree of the simulation results and the measured results; using the calibrated rock dynamic load-high temperature-stress damage constitutive model to simulate rock dynamic impact tests under different strain rates, and determining the rationality of the strain rate effect parameters according to the fitting degree of the simulation results and the measured results; The calibrated dynamic load-high temperature-stress damage constitutive model is used to simulate the triaxial compression tests of rocks under different temperatures and confining pressures. The rationality of the temperature effect parameters is determined by comparing the simulation results with the measured results.

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