Method for establishing a three-dimensional failure criterion of deep hard rock dynamic disturbance

Abstract

The application discloses a method for establishing a deep hard rock dynamic disturbance three-dimensional failure criterion, and relates to the field of rock mechanics performance and engineering technology. The application obtains the peak strength of deep hard rock under no dynamic disturbance and different dynamic disturbances through true triaxial tests of deep hard rock taken from deep tunnel engineering under no dynamic disturbance and dynamic disturbance, and establishes a disturbance reduction coefficient correction function considering a three-dimensional stress state, and further constructs a 3DHRFC dynamic criterion of deep hard rock under dynamic disturbance. The three-dimensional failure criterion developed by the application can comprehensively consider the coupling influence of minimum principal stress, intermediate principal stress, dynamic disturbance amplitude and disturbance frequency on hard rock failure strength, can predict the peak strength of hard rock under the influence of multi-source dynamic disturbance, and provides a basis for evaluating the stability of surrounding rock in the construction process of deep hard rock area.

Description

Technical Field

[0001] This invention belongs to the field of rock mechanical properties and engineering technology, and particularly relates to a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock. Background Technology

[0002] In deep-buried hard rock tunnels, the surrounding rock is in a true triaxial high-stress environment. With the continuous advancement of the tunnel face and the operation of vehicles after the tunnel opens, the surrounding rock is frequently subjected to multi-source dynamic disturbances, such as drill-and-blast methods, TBM methods, seismic waves, rockburst stress waves, and train vibration waves. These dynamic disturbances produce significant stress wave propagation and energy dissipation effects on the hard rock, making its mechanical behavior under dynamic disturbances complex. Traditional static models are insufficient to accurately describe the dynamic mechanical response of deep-buried hard rock, and are even limited to two-dimensional models or simplified assumptions, failing to fully reflect the true mechanical behavior of hard rock in a three-dimensional high-stress space.

[0003] To accurately analyze and predict the failure strength of hard rock under high stress and dynamic disturbance, a new three-dimensional failure criterion establishment method that considers the influence of dynamic disturbance needs to be developed, capable of comprehensively taking into account the minimum principal stress. Intermediate principal stress Dynamic disturbance amplitude and disturbance frequency Three-dimensional failure criterion for hard rock failure strength under coupling influence. Summary of the Invention

[0004] To address the shortcomings of the existing technologies, this invention proposes a method for establishing a three-dimensional failure criterion for deep hard rock under dynamic disturbance factors by analyzing the peak strength of rock failure under different dynamic disturbance factors. The aim is to predict the peak strength of hard rock under the influence of multi-source dynamic disturbances, and to provide a basis for evaluating the stability of surrounding rock during construction in deep-buried hard rock areas.

[0005] The technical solution of this invention is as follows:

[0006] On the one hand, this invention provides a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock, comprising the following steps:

[0007] True triaxial tests without dynamic disturbance were conducted on deep hard rock samples taken from deep tunnel engineering sites, and the peak strength of the deep hard rock under dynamic disturbance was recorded. ;

[0008] Peak strength of deep hard rock under undisturbed conditions True triaxial tests were conducted on deep hard rock samples taken from deep tunnel engineering sites under dynamic disturbance to obtain the peak strength of deep hard rock under different dynamic disturbances. ;

[0009] Peak strength of deep hard rock under undisturbed conditions and the peak strength of deep hard rock under different dynamic disturbances A fully coupled peak strength reduction model considering three-dimensional stress state was established, and then a 3DHRFC dynamic criterion for deep hard rock under dynamic disturbance was constructed.

[0010] Furthermore, a true triaxial test without dynamic disturbance was conducted on deep hard rock samples taken from deep tunnel engineering, and the peak strength of the deep hard rock under dynamic disturbance was recorded. The specific steps include:

[0011] A1: For deep tunnel engineering, obtain the surrounding rock stress data at different distances from the tunnel face, including the intermediate principal stress. and minimum principal stress ;

[0012] A2: Based on all the obtained surrounding rock stress data, a stress path is designed, and a true triaxial test without dynamic disturbance is conducted on the deep hard rock according to the designed stress path to obtain the peak strength of the deep hard rock under no-dynamic disturbance. .

[0013] Furthermore, the peak strength based on deep hard rock under no-dynamic disturbance True triaxial tests were conducted on deep hard rock samples taken from deep tunnel engineering sites under dynamic disturbance to obtain the peak strength of deep hard rock under different dynamic disturbances. The specific steps include:

[0014] B1: Peak strength of deep hard rock under undisturbed conditions Set several disturbance opportunities;

[0015] B2: Acquire disturbance wave signals from the deep tunnel engineering site and generate disturbance wave time-frequency curves. Extract the frequency range of the disturbance wave signals from the disturbance wave time-frequency curves. Then, based on the disturbance wave signals and frequency ranges from the deep tunnel engineering site, determine several disturbance frequencies through Fourier transform. ;

[0016] B3: Obtain the rock wave velocity, rock density, and surrounding rock particle velocity at the deep tunnel engineering site, and calculate several disturbance amplitudes using the measured rock wave velocity, rock density, and surrounding rock particle velocity. ;

[0017] B4: Traverse all disturbance frequencies and disturbance amplitude The combination of these factors generates all dynamic disturbance conditions.

[0018] B5: Based on the stress path designed in the true triaxial test without dynamic disturbance, true triaxial tests were conducted on the deep hard rock under different dynamic disturbance conditions. During the test, dynamic disturbances were applied at several predetermined disturbance times to obtain the peak strength of the deep hard rock under different dynamic disturbances. .

[0019] Furthermore, the peak strength based on deep hard rock under no-dynamic disturbance and the peak strength of deep hard rock under different dynamic disturbances A fully coupled peak strength reduction model considering three-dimensional stress state is established, and then a 3D HRFC dynamic criterion for deep hard rock under dynamic disturbance is constructed. The specific steps include:

[0020] C1: Define the perturbation frequency and disturbance amplitude The influence coefficient, through the perturbation frequency and disturbance amplitude Impact coefficient analysis of disturbance frequency and disturbance amplitude The influence law on peak strength of deep hard rock;

[0021] The disturbance frequency influence coefficient The ratio of the peak strength of deep hard rock at a certain disturbance frequency to the peak strength of deep hard rock without dynamic disturbance is expressed as:

[0022] (1);

[0023] in, For the perturbation frequency Peak strength of deep hard rock; The peak strength of deep hard rock under no-dynamic disturbance;

[0024] The disturbance amplitude influence coefficient The ratio of the peak strength of deep hard rock under a certain disturbance amplitude to the peak strength of deep hard rock without dynamic disturbance is expressed as:

[0025] (2);

[0026] in, Disturbance amplitude Peak strength of deep hard rock;

[0027] C2: By establishing a bivariate quadratic polynomial model of disturbance frequency and disturbance amplitude, a model conforming to the disturbance frequency is obtained. and disturbance amplitude Disturbance reduction parameters affecting the peak strength of deep hard rock The stress correction function is given, and a fully coupled peak intensity reduction model is constructed by combining the perturbation reduction parameters and the stress correction function. ;

[0028] The bivariate quadratic polynomial model of the disturbance frequency and disturbance amplitude describes the disturbance frequency. and disturbance amplitude The coupling effect on the disturbance reduction parameter is expressed as:

[0029] (3);

[0030] in, It is a constant term. It is the amplitude of the disturbance. coefficient of the first term, It is the perturbation frequency coefficient of the first term, It is the amplitude of the disturbance. The coefficient of the quadratic term, It is the perturbation frequency The coefficient of the quadratic term, It is the amplitude of the disturbance. With disturbance frequency The coefficients of the interaction terms;

[0031] The expression for the stress correction function is given as follows:

[0032] (4);

[0033] in, The stress correction function takes into account the influence of stress state. It is a constant term. It is the intermediate principal stress coefficient of the first term, It is the minimum principal stress coefficient of the first term, It is the intermediate principal stress The coefficient of the quadratic term, It is the minimum principal stress The coefficient of the quadratic term, It is the intermediate principal stress With minimum principal stress The coefficients of the interaction terms;

[0034] Disturbance reduction parameters and stress correction function Combined, a fully coupled peak intensity reduction model is constructed. The expression is:

[0035] (5);

[0036] C3: Based on the original 3DHRFC criterion, a fully coupled peak intensity reduction model is introduced. The static cohesion and static internal friction angle of deep hard rock are dynamically coupled and reduced to construct a 3DHRFC dynamic criterion suitable for dynamic disturbance conditions.

[0037] Define Lode angle ,in Indicates the maximum principal stress;

[0038] The original 3DHRFC criterion expression is:

[0039] (6);

[0040] (7);

[0041] (8);

[0042] (9);

[0043] in, This indicates the cohesion within deep hard rock; Indicates the internal friction angle of deep hard rock; and Represents the peak strength coefficient, derived from the cohesion of deep hard rock. Angle of friction with deep hard rock Give; It is a partial function; This is the pressure difference coefficient; The intermediate principal stress coefficient; It is an octahedral shear stress; It is an octahedral normal stress;

[0044] Disturbance frequency and disturbance amplitude Damage to deep hard rock Represented as:

[0045] (10);

[0046] Define the dynamic cohesion of deep hard rock Dynamic internal friction angle of deep hard rock :

[0047] (11);

[0048] (12);

[0049] in, For deep hard rock static cohesion, This refers to the static internal friction angle of deep hard rock.

[0050] Static cohesion in deep hard rock Static internal friction angle of deep hard rock Replace with dynamic cohesion in deep hard rock Dynamic internal friction angle of deep hard rock Substituting the original 3DHRFC criterion, we obtain the 3DHRFC dynamic criterion under dynamic disturbance, which is applicable to dynamic disturbance conditions:

[0051] Give the dynamic peak intensity coefficient , :

[0052] (13);

[0053] (14);

[0054] in, This represents the frictional contribution of the internal friction angle in deep hard rock to the peak strength. Characterizes the cohesive contribution of deep hard rock cohesion to peak strength;

[0055] Will Substituting partial functions The expression yields the dynamic partial function. The expression is:

[0056] (15);

[0057] Transformed into:

[0058] (16);

[0059] Will , and Substituting the original 3DHRFC criterion expression, we obtain the octahedral shear stress describing the dynamic disturbance. The expression is:

[0060] (17).

[0061] On the other hand, this application proposes an electronic device, including: one or more processors, and a memory for storing instructions, which, when executed by the one or more processors, cause the one or more processors to perform the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0062] Thirdly, this application proposes a computer-readable storage medium storing executable instructions that, when executed, cause a processor to perform the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0063] Fourthly, this application proposes a computer program product, including a computer program or instructions, which, when executed by a processor, implements the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0064] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0065] The deformation and fracture characteristics of deep hard rock under true triaxial dynamic disturbance exhibit different characteristics from traditional understanding, and the peak strength of deep hard rock also decreases accordingly under dynamic disturbance. The coupling weakening mechanism of disturbance amplitude and disturbance frequency originates from the synergistic effect of energy accumulation and micro-damage evolution. The coupling effect of high disturbance amplitude and high disturbance frequency accelerates the expansion and connection of micro-fractures inside deep hard rock, leading to a rapid decrease in strength. The cross term in the fully coupled peak strength reduction model ( , This synergistic effect can be effectively quantified. Substituting the disturbance reduction factor into the 3DHRCF three-dimensional strength criterion can accurately correct the cohesion and internal friction angle of deep hard rock under dynamic load. The generated strength envelope can truly reflect the three-dimensional strength characteristics of deep hard rock under different amplitude-frequency conditions, and can more accurately describe the peak strength of deep hard rock under stress path and dynamic disturbance, providing a theoretical basis and calculation method for the stability design of dynamic load deep hard rock engineering. Attached Figure Description

[0066] Figure 1 This is a flowchart illustrating a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock according to this embodiment;

[0067] Figure 2 This is a diagram showing the peak strength variation characteristics of true triaxial deep hard rock under different stress states without dynamic disturbance in this embodiment.

[0068] Figure 3 This is a true triaxial peak strength characteristic diagram of deep hard rock under dynamic disturbance in this embodiment;

[0069] Figure 4 This is a schematic diagram of the fitting curve of the influence coefficient of disturbance frequency on the peak strength of deep hard rock in this embodiment;

[0070] Figure 5 This is a schematic diagram of the fitting curve of the influence coefficient of disturbance amplitude on the peak strength of deep hard rock in this embodiment;

[0071] Figure 6This is a schematic diagram of the two-dimensional fitting surface and experimental data of the disturbance reduction coefficient of the disturbance frequency-disturbance amplitude coupling in this embodiment.

[0072] Figure 7 This is a schematic diagram of the three-dimensional fitting result of the stress correction function considering the influence of stress state in this embodiment;

[0073] Figure 8 This is a schematic diagram of the Mohr circle for peak strength failure in deep hard rock in this embodiment;

[0074] Figure 9 This is a schematic diagram illustrating the theoretical prediction results of different failure criteria in this embodiment. Detailed Implementation

[0075] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings and practical examples. 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 skilled in the art without creative effort are subject to the protection of the present invention.

[0076] Example 1:

[0077] In this embodiment, granite samples taken from deep-buried hard rock tunnels are used as rock specimens to construct and verify the accuracy and rationality of the rock dynamic disturbance failure criterion under true triaxial stress.

[0078] This embodiment provides a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock, such as... Figure 1 As shown, it includes the following steps:

[0079] S1: Conduct true triaxial tests without dynamic disturbance on deep hard rock samples taken from deep tunnel engineering sites, and record the peak strength of the deep hard rock under no-dynamic disturbance conditions. ;

[0080] S1.1: For deep tunnel engineering, obtain the surrounding rock stress data at different distances from the tunnel face, including the intermediate principal stress. and minimum principal stress ;

[0081] In this embodiment, for a deep-buried tunnel project in Southwest China, the surrounding rock stress data at different distances from the tunnel face at the construction site of the deep tunnel project were obtained through in-situ stress inversion and field measurement, and this surrounding rock stress data was used as the basis for setting stress parameters in the true triaxial test without dynamic disturbance.

[0082] S1.2: Based on all the obtained surrounding rock stress data, design a stress path and conduct a true triaxial test without dynamic disturbance on the deep hard rock according to the designed stress path to obtain the peak strength of the deep hard rock under no-dynamic disturbance. ;

[0083] In this embodiment, granite samples taken from a deep-buried tunnel in Southwest China were prepared as true triaxial rock samples, i.e., deep hard rock. A true triaxial test without dynamic disturbance was conducted using a dynamic disturbance true triaxial testing machine under specific confining pressure conditions to obtain the peak strength variation characteristics of the true triaxial rock samples under different stress states, such as... Figure 2 As shown;

[0084] S2: Peak strength of deep hard rock under undisturbed conditions True triaxial tests were conducted on deep hard rock samples taken from deep tunnel engineering sites under dynamic disturbance to obtain the peak strength of deep hard rock under different dynamic disturbances. ;

[0085] In this embodiment, both the true triaxial test under no-dynamic disturbance and the true triaxial test under dynamic disturbance in deep hard rock use standard rock samples cut from the same rock. All standard rock samples undergo homogeneity testing before the test. The standard rock samples are made from rocks retrieved from the field, cut and polished. Since each naturally formed rock is not entirely identical, to minimize the dispersion of the test data, all rock samples are obtained from the same large rock, while samples with obvious defects are discarded. Acoustic wave testing is an efficient method for evaluating internal homogeneity; therefore, this embodiment uses acoustic wave testing to analyze the homogeneity of the samples, selecting rock samples with better homogeneity, and striving to make each standard rock sample made from the same rock nearly identical, thereby ensuring the reliability of the true triaxial test results.

[0086] S2.1: Peak strength of deep hard rock under no-dynamic disturbance Set several disturbance opportunities;

[0087] In this embodiment, seven disturbance timings are set, namely: , , , , , , ;

[0088] S2.2: Acquire disturbance wave signals from the deep tunnel engineering site and generate disturbance wave time-frequency curves. Extract the frequency range of the disturbance wave signals from the disturbance wave time-frequency curves. Then, based on the disturbance wave signals and frequency ranges from the deep tunnel engineering site, determine several disturbance frequencies through Fourier transform. ;

[0089] In this embodiment, monitoring equipment is deployed at the deep tunnel construction site to continuously collect disturbance wave signals. The collected disturbance wave signals are used to plot the time-frequency curve of the disturbance wave at the deep tunnel construction site, thereby obtaining the frequency range of the disturbance wave signals. Simultaneously, a Fourier transform is performed on the collected disturbance wave signals to obtain their spectrum, and several disturbance frequencies are determined within the frequency range of the disturbance wave signals. ;

[0090] S2.3: Obtain the rock wave velocity, rock density, and surrounding rock particle velocity at the deep tunnel engineering site, and calculate several disturbance amplitudes using the measured rock wave velocity, rock density, and surrounding rock particle velocity. ;

[0091] In this embodiment, rock wave velocity and rock density are measured at the deep tunnel construction site to obtain the rock wave velocity and rock density at the site. Sensors are deployed to measure the velocity of the surrounding rock particles at the deep tunnel construction site. The disturbance amplitude is then obtained based on the rock wave velocity, rock density, and surrounding rock particle velocity at the deep tunnel construction site. ;

[0092] S2.4: Traverse all disturbance frequencies and disturbance amplitude The combination of these factors generates all dynamic disturbance conditions.

[0093] In this embodiment, all perturbation frequencies are... and disturbance amplitude By performing permutations and combinations, all possible dynamic disturbance conditions are generated, and true triaxial tests under dynamic disturbance are carried out by controlling the dynamic disturbance condition variables;

[0094] S2.5: Based on the stress path designed in the true triaxial test without dynamic disturbance, true triaxial tests were conducted on the deep hard rock under different dynamic disturbance conditions. During the test, dynamic disturbances were applied at several set disturbance times to obtain the peak strength of the deep hard rock under different dynamic disturbances. ;

[0095] In this embodiment, based on obtaining the peak intensity of the deep hard rock without dynamic disturbance, a dynamic disturbance is applied to increase the disturbance frequency. and disturbance amplitude As a basis for setting disturbance parameters, several independent true triaxial tests were conducted on deep hard rock under dynamic disturbance to obtain the peak strength of deep hard rock under dynamic disturbance. The influence of dynamic disturbance on the peak strength of deep hard rock was determined, and the peak strength characteristics of deep hard rock under dynamic disturbance were analyzed, such as... Figure 3 As shown;

[0096] In this embodiment, a frequency effect exists, which manifests as follows: under each group of disturbance amplitudes, All follow It exhibits a single-peak curve characteristic of initial rapid rise followed by slow decline, with a distinct critical peak frequency (approximately 7 Hz); As the frequency of disturbance increases, the deteriorating effect on the peak strength of deep hard rock gradually weakens. Subsequently, the deterioration effect of increasing perturbation frequency on the peak strength of deep hard rock gradually intensifies, reflecting the cumulative damage effect of dynamic perturbation on deep hard rock at high perturbation frequencies; an amplitude effect exists, manifested as follows: at the same perturbation frequency, With disturbance amplitude The peak intensity decreases significantly with increasing intensity, and the peak intensity decreases significantly with increasing intensity. The value increases while decreasing, indicating that the larger the disturbance amplitude, the more significant the deterioration effect on the peak strength of deep hard rock, while suppressing the early strengthening effect of dynamic disturbance on peak strength.

[0097] In this embodiment, there is a synergistic effect between the disturbance frequency and the disturbance amplitude, i.e., there exists a critical peak frequency. Below this critical peak frequency, the peak strength under dynamic disturbance decreases slowly (microscopic crack closure, structural densification); above this critical peak frequency, the dynamic disturbance exacerbates damage (crack propagation, structural fragmentation). The larger the disturbance amplitude, the faster the damage accumulates, the more significant the peak strength degradation effect, and the lower the peak strength. The intermediate principal stress enhances the tolerance of deep hard rock to dynamic disturbance by constraining the microstructure, weakening the degradation effect of disturbance amplitude and frequency. However, reaching a certain threshold will exacerbate the degradation effect of deep hard rock; therefore, it is necessary to establish the disturbance frequency. and disturbance amplitude The perturbation reduction coefficient correction function;

[0098] S3: Peak strength of deep hard rock under undisturbed conditions and the peak strength of deep hard rock under different dynamic disturbances A fully coupled peak strength reduction model considering three-dimensional stress state was established, and then a 3DHRFC dynamic criterion for deep hard rock under dynamic disturbance was constructed.

[0099] S3.1: Define the disturbance frequency and disturbance amplitude The influence coefficient, through the perturbation frequency and disturbance amplitude Impact coefficient analysis of disturbance frequency and disturbance amplitude The influence law on peak strength of deep hard rock;

[0100] On the one hand, the influence of perturbation frequency on the peak intensity of deep hard rock is analyzed, and the perturbation frequency is... The influence of perturbation frequency on peak strength in deep hard rock is quantified, and the influence coefficient of perturbation frequency is defined. The ratio of the peak strength of deep hard rock at a certain disturbance frequency to the peak strength of deep hard rock without dynamic disturbance is expressed as:

[0101] (1);

[0102] in, For the perturbation frequency Peak strength (MPa) of deep hard rock; The peak strength (MPa) of deep hard rock under no-dynamic disturbance;

[0103] On the other hand, analyzing the influence of disturbance amplitude on the peak intensity of deep hard rock, the influence of disturbance amplitude... The influence of disturbance amplitude on peak strength in deep hard rock is quantified, and the influence coefficient of disturbance amplitude is defined. The ratio of the peak strength of deep hard rock under a certain disturbance amplitude to the peak strength of deep hard rock without dynamic disturbance is expressed as:

[0104] (2);

[0105] in, Disturbance amplitude Peak strength of deep hard rock;

[0106] In this embodiment, the intermediate principal stress is fixed. and , MPa;

[0107] On the one hand, targeting Four models were selected for fitting: linear model, power function model, exponential model, and quadratic polynomial model; the linear model was... The power function model is The exponential model is The quadratic polynomial model is ; , , The fitting coefficients are the perturbation frequency, and the fitting results are as follows: Figure 4 As shown;

[0108] On the other hand, targeting Four models were selected for fitting: linear model, power function model, exponential model, and quadratic polynomial model; the linear model was... The power function model is The exponential model is The quadratic polynomial model is ; , , The fitting coefficients are the disturbance amplitudes, and the fitting results are as follows: Figure 5 As shown;

[0109] The fitting of perturbation frequency and amplitude confirms the influence of perturbation frequency and amplitude on the peak strength of deep hard rock mentioned earlier. However, the effects of perturbation frequency and amplitude are coupled, therefore, determining the perturbation reduction parameter is crucial. The coupling effect of the disturbance frequency and the disturbance amplitude needs to be considered, rather than simply multiplying the two;

[0110] S3.2: By establishing a bivariate quadratic polynomial model of the disturbance frequency and disturbance amplitude, the result conforming to the disturbance frequency is obtained. and disturbance amplitude Disturbance reduction parameters affecting the peak strength of deep hard rock The stress correction function is given, and a fully coupled peak intensity reduction model is constructed by combining the perturbation reduction parameters and the stress correction function. ;

[0111] The bivariate quadratic polynomial model of the disturbance frequency and disturbance amplitude describes the disturbance frequency. and disturbance amplitude The coupling effect on the disturbance reduction parameter conforms to and The corresponding patterns are more consistent with experimental results, such as... Figure 6 As shown:

[0112] (3);

[0113] in, It is a constant term. It is the amplitude of the disturbance. coefficient of the first term, It is the perturbation frequency coefficient of the first term, It is the amplitude of the disturbance. The coefficient of the quadratic term, It is the perturbation frequency The coefficient of the quadratic term, It is the amplitude of the disturbance. With disturbance frequency The coefficients of the interaction terms;

[0114] To make the results more generalizable, the influence of stress state on the peak strength of deep hard rock was fitted, such as... Figure 7As shown, the expression for the stress correction function is given as follows:

[0115] (4);

[0116] in, The stress correction function takes into account the influence of stress state. It is a constant term. It is the intermediate principal stress coefficient of the first term, It is the minimum principal stress coefficient of the first term, It is the intermediate principal stress The coefficient of the quadratic term, It is the minimum principal stress The coefficient of the quadratic term, It is the intermediate principal stress With minimum principal stress The coefficients of the interaction terms;

[0117] With minimum principal stress As a result, the internal fissures of deep hard rock are compressed. As the intensity increases, the reduction in peak intensity decreases. The higher the value, the stronger the resistance of deep hard rock to dynamic disturbance; the intermediate principal stress... If the value is too large or too small, the reduction in peak strength is enhanced, which is related to the intermediate principal stress. The influence pattern on peak strength in deep hard rock is consistent;

[0118] Disturbance reduction parameters and stress correction function Combined, a fully coupled peak intensity reduction model is constructed. The expression is:

[0119] (5);

[0120] S3.3: Based on the original 3DHRFC criterion, a fully coupled peak intensity reduction model is introduced. The static cohesion and static internal friction angle of deep hard rock are dynamically coupled and reduced to construct a 3DHRFC dynamic criterion suitable for dynamic disturbance conditions.

[0121] Define Lode angle This reflects the effect of intermediate principal stress on peak strength, where Indicates the maximum principal stress;

[0122] The original 3DHRFC criterion expression is:

[0123] (6);

[0124] (7);

[0125] (8);

[0126] (9);

[0127] in, This indicates the cohesion within deep hard rock; Indicates the internal friction angle of deep hard rock; and Represents the peak strength coefficient, derived from the cohesion of deep hard rock. Angle of friction with deep hard rock Give; It is a partial function; This is the pressure difference coefficient; The intermediate principal stress coefficient; It is an octahedral shear stress; It is an octahedral normal stress;

[0128] Disturbance frequency and disturbance amplitude Damage to deep hard rock Represented as:

[0129] (10);

[0130] Define the dynamic cohesion of deep hard rock Dynamic internal friction angle of deep hard rock :

[0131] (11);

[0132] (12);

[0133] in, For deep hard rock static cohesion, This refers to the static internal friction angle of deep hard rock.

[0134] Static cohesion in deep hard rock Static internal friction angle of deep hard rock Replace with dynamic cohesion in deep hard rock Dynamic internal friction angle of deep hard rock Substituting the original 3DHRFC criterion, we obtain the 3DHRFC dynamic criterion under dynamic disturbance, which is applicable to dynamic disturbance conditions:

[0135] Give the dynamic peak intensity coefficient , :

[0136] (13);

[0137] (14);

[0138] in, This represents the frictional contribution of the internal friction angle in deep hard rock to the peak strength. Characterizes the cohesive contribution of deep hard rock cohesion to peak strength;

[0139] Will Substituting partial functions The expression yields the dynamic partial function. The expression is:

[0140] (15);

[0141] Transformed into:

[0142] (16);

[0143] Will , and Substituting the original 3DHRFC criterion expression, we obtain the octahedral shear stress describing the dynamic disturbance. The expression is:

[0144] (17);

[0145] In this embodiment, the dynamic disturbance (disturbance amplitude) Disturbance frequency Dynamic disturbances can lead to the propagation of microcracks and a decrease in grain cohesion within deep hard rock, thereby deteriorating the three-dimensional failure strength parameters. To quantitatively characterize the deterioration effect of dynamic disturbances on the three-dimensional failure strength of deep hard rock, a fully coupled peak strength reduction model is used. To obtain the cohesion and internal friction angle of deep hard rock, such as... Figure 8 As shown;

[0146] In this embodiment, the proposed dynamic 3DHRFC criterion retains the ability of the original 3DHRFC criterion to describe the intermediate principal stress effect. Simultaneously, a quadratic fully coupled peak strength reduction model accurately quantifies the degradation effect of deep hard rock under dynamic disturbance, providing a reliable theoretical tool for the three-dimensional failure analysis of deep hard rock under dynamic disturbance. Experimental results show that dynamic disturbance has a certain reduction effect on the peak strength of deep hard rock, but there is a threshold. Furthermore, the trend of peak strength variation in deep hard rock is basically consistent with that without dynamic disturbance, indicating that the magnitude of the principal stress on deep hard rock has the greatest impact on its peak strength. Dynamic disturbance occurs when deep hard rock reaches a critical stress state, causing damage. The main impact of dynamic disturbance is manifested in the damage caused by continuous loading and unloading. Experimental results also reveal that the main impact of dynamic disturbance is on the accumulation of plastic strain in deep hard rock and its cohesion. Internal friction angle of deep hard rock and elastic modulus This has caused an impact.

[0147] In this embodiment, the internal friction angle of deep hard rock ,parameter ,parameter Disturbance frequency and disturbance amplitude Both have a significant impact on the strength failure envelope shape of the three-dimensional failure criterion for deep hard rock on the deviated plane. Figure 9 The characteristics of the theoretical peak failure intensity variation under different failure criteria are described; the prediction results of the Mohr-Coulomb failure criterion do not change with the intermediate principal stress; the prediction value of the three-dimensional failure criterion 3DHRFC for deep hard rock is relatively large; the three-dimensional failure criterion for deep hard rock under dynamic disturbance is exactly between the three-dimensional failure criterion 3DHRFC and the Mohr-Coulomb failure criterion, and can reflect the asymmetric variation trend of the three-dimensional failure intensity with dynamic disturbance.

[0148] Example 4:

[0149] This embodiment proposes an electronic device, including: one or more processors, and a memory, wherein the memory is used to store instructions, and when the instructions are executed by the one or more processors, the one or more processors execute the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0150] The electronic device may be a mobile phone, computer, or tablet computer, etc., and includes a memory and a processor. The memory stores a computer program, which, when executed by the processor, implements a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in the embodiments. It is understood that the electronic device may also include an input / output (I / O) interface and communication components.

[0151] The processor is used to execute all or part of the steps in the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in the above embodiments. The memory is used to store various types of data, which may include, for example, instructions for any application or method in an electronic device, as well as application-related data.

[0152] The processor can be implemented as an Application Specific Integrated Circuit (ASIC), Digital Signal Processor (DSP), Programmable Logic Device (PLD), Field Programmable Gate Array (FPGA), controller, microcontroller, microprocessor, or other electronic components, and is used to execute the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in the above embodiments.

[0153] Example 5:

[0154] This embodiment proposes a computer-readable storage medium that stores executable instructions. When these instructions are executed, if they are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium.

[0155] The computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in various embodiments of this application.

[0156] The aforementioned storage media include: flash memory, hard disks, multimedia cards, card-type memory (e.g., SD (Secure Digital Memory Card) or DX (Memory Data Register, MDR) memory), random access memory (RAM), static random-access memory (SRAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), programmable read-only memory (PROM), magnetic storage, disks, optical discs, servers, APP (Application) app stores, and other media capable of storing program verification codes. These media store computer programs, which, when executed by a processor, can implement the various steps of the aforementioned method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0157] Example 6:

[0158] This embodiment proposes a computer program product, including a computer program or instructions, which, when executed by a processor, implements the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock.

[0159] Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or part of the technical solution, can be embodied in the form of a computer program product.

[0160] The various embodiments in this application are described in a progressive manner. The same or similar parts between the various embodiments can be referred to each other. Each embodiment focuses on describing the differences from other embodiments.

[0161] The scope of protection of this application is not limited to the embodiments described above. Obviously, those skilled in the art can make various modifications and variations to this disclosure without departing from the scope and spirit of this disclosure. If such modifications and variations fall within the scope of this disclosure and its equivalents, then the intent of this disclosure also includes these modifications and variations.

Claims

1. A method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock, characterized in that, Includes the following steps: True triaxial tests without dynamic disturbance were conducted on deep hard rock samples taken from deep tunnel engineering sites, and the peak strength of the deep hard rock under dynamic disturbance was recorded. ; Peak strength of deep hard rock under undisturbed conditions True triaxial tests were conducted on deep hard rock samples taken from deep tunnel engineering sites under dynamic disturbance to obtain the peak strength of deep hard rock under different dynamic disturbances. ; Peak strength of deep hard rock under undisturbed conditions and the peak strength of deep hard rock under different dynamic disturbances A fully coupled peak strength reduction model considering three-dimensional stress state was established, and then a 3DHRFC dynamic criterion for deep hard rock under dynamic disturbance was constructed.

2. The method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock according to claim 1, characterized in that, The test involved conducting a true triaxial test without dynamic disturbance on deep hard rock samples taken from deep tunnel engineering, and recording the peak strength of the deep hard rock under no-dynamic disturbance conditions. The specific steps include: A1: For deep tunnel engineering, obtain the surrounding rock stress data at different distances from the tunnel face, including the intermediate principal stress. and minimum principal stress ; A2: Based on all the obtained surrounding rock stress data, a stress path is designed, and a true triaxial test without dynamic disturbance is conducted on the deep hard rock according to the designed stress path to obtain the peak strength of the deep hard rock under no-dynamic disturbance. .

3. The method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock according to claim 1, characterized in that, The peak strength based on deep hard rock under no-dynamic disturbance True triaxial tests were conducted on deep hard rock samples taken from deep tunnel engineering sites under dynamic disturbance to obtain the peak strength of deep hard rock under different dynamic disturbances. The specific steps include: B1: Peak strength of deep hard rock under undisturbed conditions Set several disturbance opportunities; B2: Acquire disturbance wave signals from the deep tunnel engineering site and generate disturbance wave time-frequency curves. Extract the frequency range of the disturbance wave signals from the disturbance wave time-frequency curves. Then, based on the disturbance wave signals and frequency ranges from the deep tunnel engineering site, determine several disturbance frequencies through Fourier transform. ; B3: Obtain the rock wave velocity, rock density, and surrounding rock particle velocity at the deep tunnel engineering site, and calculate several disturbance amplitudes using the measured rock wave velocity, rock density, and surrounding rock particle velocity. ; B4: Traverse all disturbance frequencies and disturbance amplitude The combination of these factors generates all dynamic disturbance conditions. B5: Based on the stress path designed in the true triaxial test without dynamic disturbance, true triaxial tests were conducted on the deep hard rock under different dynamic disturbance conditions. During the test, dynamic disturbances were applied at several predetermined disturbance times to obtain the peak strength of the deep hard rock under different dynamic disturbances. .

4. The method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock according to claim 1, characterized in that, The peak strength based on deep hard rock under no-dynamic disturbance and the peak strength of deep hard rock under different dynamic disturbances A fully coupled peak strength reduction model considering three-dimensional stress state is established, and then a 3D HRFC dynamic criterion for deep hard rock under dynamic disturbance is constructed. The specific steps include: C1: Define the perturbation frequency and disturbance amplitude The influence coefficient, through the perturbation frequency and disturbance amplitude Impact coefficient analysis of disturbance frequency and disturbance amplitude The influence law on peak strength of deep hard rock; The disturbance frequency influence coefficient The ratio of the peak strength of deep hard rock at a certain disturbance frequency to the peak strength of deep hard rock without dynamic disturbance is expressed as: (1)； in, For the perturbation frequency Peak strength of deep hard rock; The peak strength of deep hard rock under no-dynamic disturbance; The disturbance amplitude influence coefficient The ratio of the peak strength of deep hard rock under a certain disturbance amplitude to the peak strength of deep hard rock without dynamic disturbance is expressed as: (2)； in, Disturbance amplitude Peak strength of deep hard rock; C2: By establishing a bivariate quadratic polynomial model of disturbance frequency and disturbance amplitude, a model conforming to the disturbance frequency is obtained. and disturbance amplitude Disturbance reduction parameters affecting the peak strength of deep hard rock The stress correction function is given, and a fully coupled peak intensity reduction model is constructed by combining the perturbation reduction parameters and the stress correction function. ; The bivariate quadratic polynomial model of the disturbance frequency and disturbance amplitude describes the disturbance frequency. and disturbance amplitude The coupling effect on the disturbance reduction parameter is expressed as: (3)； in, It is a constant term. It is the amplitude of the disturbance. coefficient of the first term, It is the perturbation frequency coefficient of the first term, It is the amplitude of the disturbance. The coefficient of the quadratic term, It is the perturbation frequency The coefficient of the quadratic term, It is the amplitude of the disturbance. With disturbance frequency The coefficients of the interaction terms; The expression for the stress correction function is given as follows: (4)； in, The stress correction function takes into account the influence of stress state. It is a constant term. It is the intermediate principal stress coefficient of the first term, It is the minimum principal stress coefficient of the first term, It is the intermediate principal stress The coefficient of the quadratic term, It is the minimum principal stress The coefficient of the quadratic term, It is the intermediate principal stress With minimum principal stress The coefficients of the interaction terms; Disturbance reduction parameters and stress correction function Combined, a fully coupled peak intensity reduction model is constructed. The expression is: (5)； C3: Based on the original 3DHRFC criterion, a fully coupled peak intensity reduction model is introduced. The static cohesion and static internal friction angle of deep hard rock are dynamically coupled and reduced to construct a 3DHRFC dynamic criterion suitable for dynamic disturbance conditions. Define Lode angle ,in Indicates the maximum principal stress; The original 3DHRFC criterion expression is: (6)； (7)； (8)； (9)； in, This indicates the cohesion within deep hard rock; Indicates the internal friction angle of deep hard rock; and Represents the peak strength coefficient, derived from the cohesion of deep hard rock. Angle of friction with deep hard rock Give; It is a partial function; This is the pressure difference coefficient; The intermediate principal stress coefficient; For octahedral shear stress; It is an octahedral normal stress; Disturbance frequency and disturbance amplitude Damage to deep hard rock Represented as: (10)； Define the dynamic cohesion of deep hard rock Dynamic internal friction angle of deep hard rock : (11)； (12)； in, For deep hard rock static cohesion, This refers to the static internal friction angle of deep hard rock. Static cohesion in deep hard rock Static internal friction angle of deep hard rock Replace with dynamic cohesion in deep hard rock Dynamic internal friction angle of deep hard rock Substituting the original 3DHRFC criterion, we obtain the 3DHRFC dynamic criterion under dynamic disturbance, which is applicable to dynamic disturbance conditions: Give the dynamic peak intensity coefficient , : (13)； (14)； in, This represents the frictional contribution of the internal friction angle in deep hard rock to the peak strength. Characterizes the cohesive contribution of deep hard rock cohesion to peak strength; Will Substituting partial functions The expression yields the dynamic partial function. The expression is: (15)； Transformed into: (16)； Will , and Substituting the original 3DHRFC criterion expression, we obtain the octahedral shear stress describing the dynamic disturbance. The expression is: (17)。 5. An electronic device, characterized in that, It includes one or more processors and a memory for storing instructions that, when executed by the one or more processors, cause the one or more processors to perform a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in any one of claims 1-4.

6. A computer-readable storage medium, characterized in that, It stores executable instructions that, when executed, cause the processor to perform a method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in any one of claims 1-4.

7. A computer program product, characterized in that, Includes a computer program or instructions that, when executed by a processor, implement the method for establishing a three-dimensional failure criterion for dynamic disturbance in deep hard rock as described in any one of claims 1-4.

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