Anchor failure analysis method and system under mining earthquake type rock burst conditions

Abstract

The present invention discloses a method and system for analyzing anchor failure under mining-type rock burst conditions, the method comprising: performing room temperature dynamic tensile tests under different dynamic conditions to obtain stress-strain curves; fitting all stress-strain curves through the J‑C constitutive model framework to form a dynamic strengthening constitutive model; obtaining specimen failure data, and generating a failure model based on the specimen failure data; implanting the dynamic strengthening constitutive model into the Cable unit that characterizes the anchor in the simulation model, and constructing a failure failure criterion for the Cable unit that characterizes the anchor in the simulation model based on the failure model; and performing dynamic loading calculations on the simulation model to analyze the failure of the anchor. The present invention provides a method and system for analyzing anchor failure under mining-type rock burst conditions, implanting the characteristics of the dynamic strengthening material into the Cable unit of the numerical simulation software, filling the gap in the current numerical simulation software's simulation of the dynamic strengthening characteristics of anchors.

Description

Technical Field

[0001] The present invention relates to intelligent rockburst analysis technology, and in particular to an anchor failure analysis method and system under mining earthquake-type rockburst conditions. Background Art

[0002] During the excavation of deep-buried hard rock, the excavation of the tunnel causes the surrounding rock tangential stress to increase while the axial stress to decrease significantly, resulting in a decrease in the shear strength of some nearby primary faults. When the shear force on the fault sliding surface is greater than its shear strength, the fault will suddenly slide and trigger seismic waves. This will induce the formation of mine-seismic rockbursts. If not prevented, it will seriously endanger the safety of life and property of construction personnel and equipment. At present, the support materials for rockburst prevention and control mainly use ordinary static materials (steel, fiber materials, etc.). At the same time, dynamic strengthening materials are gradually valued by engineering and technical personnel in the field of rockburst prevention and control due to their excellent mechanical properties under high strain rate and dynamic conditions. Considering that large-scale rockburst simulation in space is difficult and dangerous in actual model experiments, numerical simulation is currently used to study the rockburst prevention and control effects of different support forms. However, traditional numerical simulation software does not consider the dynamic strengthening characteristics of anchor materials, and uses static strength to deal with dynamic problems. When studying the support form using dynamic strengthening materials, it cannot effectively reflect the actual working conditions of the materials, and the simulation results are quite different from the actual situation. Summary of the invention

[0003] In order to at least overcome the above-mentioned deficiencies in the prior art, the purpose of the present application is to provide a method and system for analyzing anchor failure under mining earthquake-type rock burst conditions.

[0004] In a first aspect, an embodiment of the present application provides a method for analyzing anchor failure under mining-type rock burst conditions, comprising:

[0005] Performing room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target specimens of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate;

[0006] All the stress-strain curves are fitted through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is the corresponding relationship between the actual stress and the actual strain based on different strain rates;

[0007] Conducting quasi-static and dynamic tensile tests on a plurality of second target specimens of the same material as the anchor rod, obtaining specimen failure data, and generating a failure model by fitting according to the specimen failure data; the failure model is a corresponding relationship between failure strain and strain rate;

[0008] Constructing a simulation model including an anchor rod, implanting the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and constructing a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model;

[0009] The simulation model is subjected to dynamic loading calculation to analyze the failure of the anchor rod.

[0010] When the embodiments of the present application are implemented, the material used for the anchor rod is generally a dynamic strengthening material, so the mechanical properties exhibited by the material under different dynamic conditions are different, which is mainly characterized by changes in the stress-strain relationship under different dynamic conditions, which is due to the different strain hardening effects and dynamic strengthening effects of the material itself under different strain rates. Therefore, in the embodiments of the present application, it is necessary to carry out room temperature dynamic tensile tests under different dynamic conditions to obtain data for constitutive model construction. For example, a room temperature dynamic tensile test is carried out using a separate Hopkinson pull rod test device to obtain stress-strain curves under different dynamic conditions.

[0011] In the embodiment of the present application, in order to ensure the accuracy of the constructed dynamic strengthening constitutive model, it is necessary to fit and generate the dynamic strengthening constitutive model based on the JC constitutive model framework. In the dynamic strengthening constitutive model, the actual stress can be understood as the dependent variable, and the actual strain and strain rate can be understood as independent variables, so as to realize the input and output of data. Considering that the ultimate strength of materials with dynamic strengthening characteristics changes with the change of strain rate, the traditional static failure criteria, such as the maximum strain criterion, the maximum stress criterion, the Mohr Coulomb criterion, etc., cannot effectively describe the dynamic failure of the material. For this reason, the cumulative damage criterion is introduced. In the embodiment of the present application, the corresponding data is obtained through quasi-static and dynamic tensile tests and fitted to form a failure model; in the failure model, the failure stress can be characterized as the dependent variable, and the strain rate can be characterized as the independent variable, so as to realize the input and output of data.

[0012] In the embodiment of the present application, the failure criterion of the Cable unit can be formed by implanting the dynamic strengthening constitutive model and the failure model into the simulation model. At present, the simulation of the anchor (cable) unit in various numerical simulation software mainly adopts the Cable unit in the structural unit. The Cable unit is a one-dimensional linear structural unit, which consists of two nodes and a straight line segment in the middle with the same cross-section and material parameters. At present, the Cable unit is relatively mature for simulating the stress failure of anchors under static conditions, but the simulation analysis of dynamic strengthening materials is still in the research stage.

[0013] Specifically, the program is compiled based on C++ language, and the constitutive model and dynamic failure model are embedded in the numerical simulation software for secondary development to study the working conditions of dynamic strengthening characteristic materials under actual engineering conditions, including

[0014] Use the ModelCable::ModelCable() function to construct variables and initialize global variables and process variables;

[0015] Use the StringModelCable::getProperties() function to interact the defined variables with the parameter keywords in the numerical simulation software;

[0016] Use the Variant ModelCable:::getProperty(UInt index) function to return a string containing the model property and assign it;

[0017] Use the getStraininCrement() function to obtain the unit strain increment matrix, which is in the following form:

[0018]

[0019] Note: ε 11 ,ε 22 ,ε 33 are the strain increments of the x, y, and z axes, respectively, and ε 12 =ε 21 ,ε 13 =ε 31 ,ε 23 =ε 32 are the shear strains in the xy, xz, and yz directions respectively. Since the Cable unit is a one-dimensional unit, ε 22 ,ε 33 and the shear strain is zero;

[0020] Use the getStrainRate() function to obtain the unit strain rate;

[0021] The dynamic strengthening constitutive model is embedded into the program, and the stress increment is calculated based on the strain increment, static strain rate and actual strain rate, and then returned to the numerical calculation software;

[0022] The failure strain is calculated based on the actual strain rate and stress triaxiality, and the damage parameter D is calculated in combination with the calculated actual strain. When D<1, the program returns to continue the calculation. When D>1, the unit cross-sectional area is returned to zero to achieve the anchor bolt fracture failure.

[0023] The program is packaged, tested and embedded into numerical simulation software.

[0024] In a possible implementation, the dynamic enhancement constitutive model is constructed according to the following formula:

[0025]

[0026] In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε ′ 0 As the reference strain rate, take 0.001s -1 .

[0027] In a possible implementation, the failure model is constructed according to the following formula:

[0028] ε f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ )

[0029] In the formula, ε f is the failure strain, ε ′ is the strain rate.

[0030] In a possible implementation, constructing a failure criterion for a Cable unit representing an anchor rod in a simulation model according to the failure model includes:

[0031] The failure criterion is constructed according to the following formula:

[0032]

[0033] In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit has failed.

[0034] In a possible implementation, performing dynamic loading calculation and analysis on the simulation model to determine the failure of the anchor includes:

[0035] Performing dynamic simulation calculation on the seismic wave input to the simulation model;

[0036] Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

[0037] In a second aspect, the embodiment of the present application further provides an anchor failure analysis system under mining earthquake type rock burst conditions, comprising:

[0038] The test unit is configured to perform room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target test pieces of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate;

[0039] The constitutive unit is configured to fit all the stress-strain curves through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is a correspondence between actual stress and actual strain based on different strain rates;

[0040] A failure unit is configured to perform quasi-static and dynamic tensile tests on a plurality of second target specimens of the same material as the anchor rod, obtain specimen failure data, and generate a failure model by fitting according to the specimen failure data; the failure model is a corresponding relationship between failure strain and strain rate;

[0041] A simulation unit is configured to construct a simulation model including an anchor rod, implant the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and construct a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model;

[0042] The calculation unit is configured to perform dynamic loading calculation on the simulation model to analyze the failure condition of the anchor rod.

[0043] In a possible implementation, the constitutive unit is further configured to construct the dynamic enhancement constitutive model according to the following formula:

[0044]

[0045] In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε ′ 0 As the reference strain rate, take 0.001s -1 .

[0046] In a possible implementation, the failure unit is further configured to construct the failure model according to the following formula:

[0047] ε f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ )

[0048] In the formula, ε f is the failure strain, ε ′ is the strain rate.

[0049] In a possible implementation, the simulation unit is further configured to construct a failure criterion according to the following formula:

[0050]

[0051] In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit has failed.

[0052] In a possible implementation manner, the computing unit is further configured to:

[0053] Performing dynamic simulation calculation on the seismic wave input to the simulation model;

[0054] Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

[0055] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0056] The present invention discloses a method and system for analyzing anchor failure under mining earthquake-type rock burst conditions, which implants the characteristics of dynamic strengthening materials into the Cable unit of numerical simulation software, filling the gap in the simulation of dynamic strengthening characteristics of anchors in current numerical simulation software. The present invention is based on the Cable unit in existing numerical simulation software, and establishes and improves a complete set of new anchor (cable) working and evaluation systems with dynamic strengthening characteristic materials as the cornerstone. The present invention innovatively proposes a Cable unit implanted with dynamic strengthening characteristics. Compared with anchors made of original static materials, anchors made of this unit can provide higher ultimate strength and ultimate plastic strain when facing the impact of mining earthquake seismic waves, thereby absorbing more impact energy, releasing strain energy in the rock, and effectively preventing and implementing mining earthquake-type rock bursts from a dynamic perspective. BRIEF DESCRIPTION OF THE DRAWINGS

[0057] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings:

[0058] Figure 1 This is a schematic diagram of the steps of the method of the embodiment of the present application;

[0059] Figure 2 This is a schematic diagram of the simulation of an anchor bolt with a Cable unit with dynamic strengthening characteristics implanted under mining earthquake conditions in an embodiment of the present application;

[0060] Figure 3This is a schematic diagram of the simulation of an anchor rod with a Cable unit with dynamic strengthening characteristics embedded in an embodiment of the present application under mining earthquake conditions.

[0061] Marks and corresponding parts names in the attached drawings:

[0062] 1-Original fault; 2-Seismic wave emission source; 3-Support anchor rod; 4-Excavated cavern; 5-Original rock mass. DETAILED DESCRIPTION

[0063] To make the purpose, technical scheme and advantages of the embodiment of the present application clearer, the technical scheme in the embodiment of the present application will be clearly and completely described below in conjunction with the drawings in the embodiment of the present application. It should be understood that the drawings in the present application only serve the purpose of explanation and description and are not used to limit the scope of protection of the present application. In addition, it should be understood that the schematic drawings are not drawn in real proportion. The flowchart used in this application shows the operations implemented according to some embodiments of the embodiment of the present application. It should be understood that the operations of the flowchart can be implemented out of sequence, and the steps without logical context can be reversed in order or implemented simultaneously. In addition, those skilled in the art can add one or more other operations to the flowchart under the guidance of the content of the present application, or remove one or more operations from the flowchart.

[0064] In addition, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the drawings here can be arranged and designed in various configurations. Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the application claimed for protection, but merely represents the selected embodiments of the present application. Based on the embodiments of the present application, all other embodiments obtained by those skilled in the art without making creative work belong to the scope of protection of the present application.

[0065] Please refer to Figure 1 A flow chart of a method for analyzing anchor failure under a mine-tremor rock burst condition is provided in an embodiment of the present invention. Furthermore, the method for analyzing anchor failure under a mine-tremor rock burst condition may specifically include the contents described in the following steps S1 to S5.

[0066] S1: performing room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target specimens of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate;

[0067] S2: Fitting all the stress-strain curves through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is the correspondence between the actual stress and the actual strain based on different strain rates;

[0068] S3: performing quasi-static and dynamic tensile tests on a plurality of second target specimens of the same material as the anchor rod, obtaining specimen failure data, and generating a failure model by fitting the specimen failure data; the failure model is a corresponding relationship between failure strain and strain rate;

[0069] S4: constructing a simulation model including an anchor rod, implanting the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and constructing a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model;

[0070] S5: The simulation model performs dynamic loading calculations to analyze the failure of the anchor rod.

[0071] When the embodiments of the present application are implemented, the material used for the anchor rod is generally a dynamic strengthening material, so the mechanical properties exhibited by the material under different dynamic conditions are different, which is mainly characterized by changes in the stress-strain relationship under different dynamic conditions, which is due to the different strain hardening effects and dynamic strengthening effects of the material itself under different strain rates. Therefore, in the embodiments of the present application, it is necessary to carry out room temperature dynamic tensile tests under different dynamic conditions to obtain data for constitutive model construction. For example, a room temperature dynamic tensile test is carried out using a separate Hopkinson pull rod test device to obtain stress-strain curves under different dynamic conditions.

[0072] In the embodiment of the present application, in order to ensure the accuracy of the constructed dynamic strengthening constitutive model, it is necessary to fit and generate the dynamic strengthening constitutive model based on the JC constitutive model framework. In the dynamic strengthening constitutive model, the actual stress can be understood as the dependent variable, and the actual strain and strain rate can be understood as independent variables, so as to realize the input and output of data. Considering that the ultimate strength of materials with dynamic strengthening characteristics changes with the change of strain rate, the traditional static failure criteria, such as the maximum strain criterion, the maximum stress criterion, the Mohr Coulomb criterion, etc., cannot effectively describe the dynamic failure of the material. For this reason, the cumulative damage criterion is introduced. In the embodiment of the present application, the corresponding data is obtained through quasi-static and dynamic tensile tests and fitted to form a failure model; in the failure model, the failure stress can be characterized as the dependent variable, and the strain rate can be characterized as the independent variable, so as to realize the input and output of data.

[0073] In the embodiment of the present application, the failure criterion of the Cable unit can be formed by implanting the dynamic strengthening constitutive model and the failure model into the simulation model. At present, the simulation of the anchor (cable) unit in various numerical simulation software mainly adopts the Cable unit in the structural unit. The Cable unit is a one-dimensional linear structural unit, which consists of two nodes and a straight line segment in the middle with the same cross-section and material parameters. At present, the Cable unit is relatively mature for simulating the stress failure of anchors under static conditions, but the simulation analysis of dynamic strengthening materials is still in the research stage.

[0074] Specifically, the program is compiled based on C++ language, and the constitutive model and dynamic failure model are embedded in the numerical simulation software for secondary development to study the working conditions of dynamic strengthening characteristic materials under actual engineering conditions, including

[0075] Use the ModelCable::ModelCable() function to construct variables and initialize global variables and process variables;

[0076] Use the String ModelCable::getProperties() function to interact the defined variables with the parameter keywords in the numerical simulation software;

[0077] Use the Variant ModelCable:::getProperty(UInt index) function to return a string containing the model property and assign it;

[0078] Use the getStraininCrement() function to obtain the unit strain increment matrix, which is in the following form:

[0079]

[0080] Note: ε 11 ,ε 22 ,ε 33 are the strain increments of the x, y, and z axes, respectively, and ε 12 =ε 21 ,ε 13 =ε 31 ,ε 23 =ε 32 are the shear strains in the xy, xz, and yz directions respectively. Since the Cable unit is a one-dimensional unit, ε 22 ,ε 33 and the shear strain is zero;

[0081] Use the getStrainRate() function to obtain the unit strain rate;

[0082] The dynamic strengthening constitutive model is embedded into the program, and the stress increment is calculated based on the strain increment, static strain rate and actual strain rate, and then returned to the numerical calculation software;

[0083] The failure strain is calculated based on the actual strain rate and stress triaxiality, and the damage parameter D is calculated in combination with the calculated actual strain. When D<1, the program returns to continue the calculation. When D>1, the unit cross-sectional area is returned to zero to achieve the anchor bolt fracture failure.

[0084] The program is packaged, tested and embedded into numerical simulation software.

[0085] In a possible implementation, the dynamic enhancement constitutive model is constructed according to the following formula:

[0086]

[0087] In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε ′ 0 As the reference strain rate, take 0.001s -1 .

[0088] When implementing the embodiments of the present application, in order to fully reflect the dynamic strengthening characteristics of the material, it is necessary to conduct room temperature dynamic tensile tests on smooth round rod specimens at different strain rates to obtain a series of stress-strain curves under different dynamic conditions. In order to fully consider the strain hardening effect and dynamic strengthening effect of the material, the JC constitutive model framework is used to fit the experimental results, thereby determining the constitutive equation with dynamic strengthening characteristics.

[0089] In a possible implementation, the failure model is constructed according to the following formula:

[0090] ε f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ )

[0091] In the formula, ε f is the failure strain, ε ′ is the strain rate.

[0092] When implementing the embodiments of the present application, considering that the ultimate strength of the material with dynamic strengthening characteristics changes with the strain rate, the traditional static failure criteria, such as the maximum strain criterion, the maximum stress criterion, the Mohr-Coulomb criterion, etc., cannot effectively describe the dynamic failure of the material. For this reason, the cumulative damage criterion is introduced, and the failure model of the material is established through quasi-static and dynamic tensile tests of smooth round bar specimens and notched specimens.

[0093] In a possible implementation, constructing a failure criterion for a Cable unit representing an anchor rod in a simulation model according to the failure model includes:

[0094] The failure criterion is constructed according to the following formula:

[0095]

[0096] In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit has failed.

[0097] In a possible implementation, performing dynamic loading calculation and analysis on the simulation model to determine the failure of the anchor includes:

[0098] Performing dynamic simulation calculation on the seismic wave input to the simulation model;

[0099] Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

[0100] When implementing the embodiment of the present application, in order to analyze the performance of the Cable unit with dynamic enhancement characteristics under dynamic conditions and the prevention and control effect on rock burst, a finite element calculation model is established in the numerical simulation software to simulate the rock burst in the tunnel mine. Figure 2 By artificially inputting seismic waves to simulate the seismic waves generated by fault slip caused by excavation, the failure states of the Cable unit anchor rods with dynamic strengthening characteristics and the original anchor rods under different dynamic conditions were analyzed to determine the rock burst prevention and control effect. The final results are as follows Figure 3 As shown in the figure, the anchor rod using the original Cable unit is a static material, so there is no difference in performance under different strain rates. However, the Cable unit anchor rod with dynamic strengthening characteristics has higher ultimate strength and strain than the static material anchor rod under high strain rate conditions, which is in line with the actual characteristics of dynamic strengthening materials. From an energy perspective, the key to controlling rock bursts is to absorb the energy that causes rock bursts, and energy absorption through support components (anchor rods) is an important way to dissipate this energy. When facing rock bursts, the anchor rod using the Cable unit with dynamic strengthening material characteristics can rely on its own high strength and high ductility to absorb more energy, thereby reducing the degree of strain energy accumulation in the rock, and achieving a better rock burst prevention and control effect than static material anchor rods.

[0101] In a second aspect, the embodiment of the present application further provides an anchor failure analysis system under mining earthquake type rock burst conditions, comprising:

[0102] The test unit is configured to perform room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target test pieces of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate;

[0103] The constitutive unit is configured to fit all the stress-strain curves through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is a correspondence between actual stress and actual strain based on different strain rates;

[0104] A failure unit is configured to perform quasi-static and dynamic tensile tests on a plurality of second target specimens of the same material as the anchor rod, obtain specimen failure data, and generate a failure model by fitting according to the specimen failure data; the failure model is a corresponding relationship between failure strain and strain rate;

[0105] A simulation unit is configured to construct a simulation model including an anchor rod, implant the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and construct a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model;

[0106] The calculation unit is configured to perform dynamic loading calculation on the simulation model to analyze the failure condition of the anchor rod.

[0107] In a possible implementation, the constitutive unit is further configured to construct the dynamic enhancement constitutive model according to the following formula:

[0108]

[0109] In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε ′ 0 As the reference strain rate, take 0.001s -1 .

[0110] In a possible implementation, the failure unit is further configured to construct the failure model according to the following formula:

[0111] ε f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ )

[0112] In the formula, ε f is the failure strain, ε ′ is the strain rate.

[0113] In a possible implementation, the simulation unit is further configured to construct a failure criterion according to the following formula:

[0114]

[0115] In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit fails.

[0116] In a possible implementation manner, the computing unit is further configured to:

[0117] Performing dynamic simulation calculation on the seismic wave input to the simulation model;

[0118] Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

[0119] Those of ordinary skill in the art will appreciate that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, computer software, or a combination of the two. In order to clearly illustrate the interchangeability of hardware and software, the composition and steps of each example have been generally described in terms of function in the above description. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the present invention.

[0120] In the several embodiments provided in the present application, it should be understood that the disclosed devices and methods can be implemented in other ways. For example, the device embodiments described above are only schematic. For example, the division of the units is only a logical function division. There may be other division methods in actual implementation, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the mutual coupling or direct coupling or communication connection shown or discussed can be an indirect coupling or communication connection through some interfaces, devices or units, or it can be an electrical, mechanical or other form of connection.

[0121] The units described as separate components may or may not be physically separated. As units, it is obvious that a person of ordinary skill in the art can realize that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, computer software, or a combination of the two. In order to clearly illustrate the interchangeability of hardware and software, the composition and steps of each example have been generally described in terms of function in the above description. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the present invention.

[0122] In addition, each functional unit in each embodiment of the present invention may be integrated into one processing unit, or each unit may exist physically separately, or two or more units may be integrated into one unit. The above-mentioned integrated unit may be implemented in the form of hardware or in the form of software functional units.

[0123] If the integrated unit is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention is essentially or the part that contributes to the prior art, or all or part of the technical solution can be embodied in the form of a software product, and the computer software product is stored in a storage medium, including a number of instructions for a computer device (which can be a personal computer, a server, or a grid device, etc.) to perform all or part of the steps of the method described in each embodiment of the present invention. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (ROM, Read-Only Memory), random access memory (RAM, Random Access Memory), disk or optical disk and other media that can store program codes.

[0124] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method 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 should be included in the scope of protection of the present invention.

Claims

1. A method for analyzing anchor failure under mining earthquake type rock burst conditions, characterized in that: include: Performing room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target specimens of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate; All the stress-strain curves are fitted through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is the corresponding relationship between the actual stress and the actual strain based on different strain rates; Performing quasi-static and dynamic tensile tests on a plurality of second target specimens made of the same material as the anchor rod, obtaining specimen failure data, and generating a failure model by fitting the specimen failure data; The failure model is the corresponding relationship between failure strain and strain rate; Constructing a simulation model including an anchor rod, implanting the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and constructing a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model; Performing dynamic loading calculation on the simulation model to analyze the failure of the anchor rod; According to the failure model, the failure damage criteria for the Cable unit representing the anchor in the simulation model include: The failure criterion is constructed according to the following formula: In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model, ε f is the failure strain. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit has failed.

2. The method for analyzing anchor failure under mining-type rock burst conditions according to claim 1, characterized in that: The dynamic enhancement constitutive model is constructed according to the following formula: In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε0 ′ As the reference strain rate, take 0.001s -1 .

3. The method for analyzing anchor failure under mining earthquake-type rock burst conditions according to claim 1 is characterized in that: The failure model is constructed according to the following formula: e f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ ) In the formula, ε f is the failure strain, ε ′ is the strain rate.

4. The method for analyzing anchor failure under mining-type rock burst conditions according to claim 1, characterized in that: The dynamic loading calculation and analysis of the anchor failure of the simulation model includes: Performing dynamic simulation calculation on the seismic wave input to the simulation model; Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

5. An anchor failure analysis system under mining earthquake rock burst conditions, characterized in that: include: The test unit is configured to perform room temperature dynamic tensile tests under different dynamic conditions on a plurality of first target test pieces of the same material as the anchor rod to obtain stress-strain curves corresponding to the different dynamic conditions; each of the dynamic conditions corresponds to a strain rate; The constitutive unit is configured to fit all the stress-strain curves through the JC constitutive model framework to form a dynamic strengthening constitutive model; the dynamic strengthening constitutive model is a correspondence between actual stress and actual strain based on different strain rates; A failure unit is configured to perform quasi-static and dynamic tensile tests on a plurality of second target specimens of the same material as the anchor rod, obtain specimen failure data, and generate a failure model by fitting the specimen failure data; The failure model is the corresponding relationship between failure strain and strain rate; A simulation unit is configured to construct a simulation model including an anchor rod, implant the dynamic strengthening constitutive model into a Cable unit representing the anchor rod in the simulation model, and construct a failure criterion for the Cable unit representing the anchor rod in the simulation model according to the failure model; A calculation unit configured to perform dynamic loading calculation on the simulation model to analyze the failure of the anchor rod; The simulation unit is further configured to construct a failure criterion according to the following formula: In the formula, ε t is the equivalent plastic strain increment calculated in the simulation model, ε f is the failure strain. When the damage parameter D<1, the actual strain of the Cable unit is less than the failure strain, and the Cable unit works normally. When D=1, it is considered that the material corresponding to the Cable unit has failed.

6. The anchor failure analysis system under mining earthquake type rock burst conditions according to claim 5 is characterized in that: The constitutive unit is further configured to construct the dynamic enhancement constitutive model according to the following formula: In the formula, σ is the actual stress, ε is the actual strain, and ε ′ is the strain rate, ε0 ′ As the reference strain rate, take 0.001s -1 .

7. The anchor failure analysis system under mining earthquake type rock burst conditions according to claim 5 is characterized in that: The failure unit is further configured to construct the failure model according to the following formula: e f =[0.806-2.308×10 -5 exp(6.344)](1-0.017lnε ′ ) In the formula, ε f is the failure strain, ε ′ is the strain rate.

8. The anchor failure analysis system under mining earthquake type rock burst conditions according to claim 5 is characterized in that: The computing unit is further configured to: Performing dynamic simulation calculation on the seismic wave input to the simulation model; Anchor failure analysis is performed based on the failure conditions of the Cable unit corresponding to the anchor in the calculation.

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