A double-index-based method and device for identifying a dangerous rock body of a dumping type

Abstract

The present application relates to rock mass identification and early warning technical field, especially point to a kind of based on double index's toppling type dangerous rock mass identification method and device.Method includes: obtaining the rock bridge length of the toppling type dangerous rock mass to be identified, rock bridge stiffness coefficient, rock mass quality, friction coefficient on structural plane and effective normal stress;Based on calculating damping ratio and inherent vibration frequency;Based on inherent vibration frequency, damping ratio and rock mass quality, calculate rock bridge strength;Based on rock bridge strength, inherent vibration frequency and damping ratio, calculate the dynamic safety factor;Based on inherent vibration frequency and damping ratio, calculate weak stable dynamic safety factor;Based on dynamic safety factor and weak stable dynamic safety factor, according to preset identification rule, toppling type dangerous rock mass is identified, and identification result is obtained.The present application realizes the rapid damage identification of toppling type dangerous rock mass.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of rock mass identification and early warning, in particular to a double-index-based dangerous rock mass identification method and device. BACKGROUND

[0002] The main reason for the collapse of the dangerous rock is the destruction of the internal structure of the rock. The traditional monitoring method mainly focuses on early warning before the acceleration damage stage, such as displacement monitoring of landslides and debris flows and inclination monitoring of dangerous rock. Although these methods can effectively predict plastic damage disasters, whether they are suitable for brittle damage disasters such as rock collapse is still controversial. Due to the complexity and dynamic change of the rock mass system, the current research on early prediction of collapse by using vibration characteristic parameters often emphasizes the trend characteristics of a single index.

[0003] Current research shows that the process of rock collapse instability is a dynamic phenomenon of continuous evolution. In the monitoring work, the vibration characteristic parameters (such as natural vibration frequency) are used to understand the information characteristics of the early stage of collapse, which is an effective method for preliminary evaluation and continuous monitoring of rock collapse and collapse. Although the above technical method can reflect the direct dynamic relationship between the natural frequency and the unstable rock mass, it often ignores the influence of rock damping on the dynamic system. SUMMARY

[0004] In order to solve the technical problem that the influence of rock damping on the dynamic system is ignored in the prior art, the embodiments of the present application provide a double-index-based dangerous rock mass identification method and device. The technical solution is as follows:

[0005] On the one hand, a double-index-based dangerous rock mass identification method is provided, which is realized by a dangerous rock mass identification device. The method comprises the following steps:

[0006] S1, obtaining the rock bridge length, rock bridge stiffness coefficient, rock mass quality, friction coefficient on the structural plane, and effective normal stress of the dangerous rock mass to be identified;

[0007] S2, calculating the damping ratio of the dangerous rock mass based on the friction coefficient on the structural plane and the effective normal stress; calculating the natural vibration frequency of the dangerous rock mass based on the rock bridge length, the rock bridge stiffness coefficient, and the rock mass quality; and calculating the rock bridge strength of the dangerous rock mass based on the natural vibration frequency, the damping ratio, and the rock mass quality;

[0008] S3, calculating the dynamic safety factor of the dangerous rock mass based on the rock bridge strength, the natural vibration frequency, and the damping ratio of the dangerous rock mass; and calculating the weak stability dynamic safety factor based on the natural vibration frequency and the damping ratio;

[0009] S4, based on the dynamic safety factor and the weak stability dynamic safety factor, performing a dangerous rock mass identification on the dangerous rock mass according to a preset identification rule to obtain an identification result.

[0010] In another aspect, a double-index-based dangerous rock mass identification device is provided, which is applied to the double-index-based dangerous rock mass identification method, and the device comprises:

[0011] The acquisition module is configured to acquire a rock bridge length, a rock bridge stiffness coefficient, a rock mass quality, a friction coefficient on a structural plane, and an effective normal stress of the dangerous rock mass.

[0012] The first determination module is configured to calculate a damping ratio of the dangerous rock mass based on the friction coefficient on the structural plane and the effective normal stress, calculate an inherent vibration frequency of the dangerous rock mass based on the rock bridge length, the rock bridge stiffness coefficient, and the rock mass quality, and calculate a rock bridge strength of the dangerous rock mass based on the inherent vibration frequency, the damping ratio, and the rock mass quality.

[0013] The second determination module is configured to calculate a dynamic safety factor of the dangerous rock mass based on the rock bridge strength, the inherent vibration frequency, and the damping ratio of the dangerous rock mass, and calculate a weak stability dynamic safety factor based on the inherent vibration frequency and the damping ratio.

[0014] The identification module is configured to perform a dangerous rock mass identification on the dangerous rock mass based on the dynamic safety factor and the weak stability dynamic safety factor according to a preset identification rule to obtain an identification result.

[0015] In another aspect, a dangerous rock mass identification device is provided, which comprises a processor and a memory having computer readable instructions stored thereon, wherein the computer readable instructions are executed by the processor to implement any one of the above double-index-based dangerous rock mass identification methods.

[0016] In another aspect, a computer readable storage medium is provided, which stores at least one instruction, and the at least one instruction is loaded and executed by a processor to implement any one of the above double-index-based dangerous rock mass identification methods.

[0017] The technical solutions provided by the embodiments of the present application have at least the following beneficial effects:

[0018] In the embodiment of the present application, the rock bridge length, the rock bridge stiffness coefficient, the rock mass quality, the friction coefficient on the structural plane and the effective normal stress of the to-be-judged toppling dangerous rock mass are acquired; the damping ratio of the toppling dangerous rock mass is calculated based on the friction coefficient on the structural plane and the effective normal stress; the natural vibration frequency of the toppling dangerous rock mass is calculated based on the rock bridge length, the rock bridge stiffness coefficient and the rock mass quality; the rock bridge strength of the toppling dangerous rock mass is calculated based on the natural vibration frequency, the damping ratio and the rock mass quality; the dynamic safety factor of the toppling dangerous rock mass is calculated based on the rock bridge strength, the natural vibration frequency and the damping ratio of the toppling dangerous rock mass; the weak-stable dynamic safety factor is calculated based on the natural vibration frequency and the damping ratio; and the toppling dangerous rock mass is judged according to the preset judgment rule based on the dynamic safety factor and the weak-stable dynamic safety factor, so as to obtain a judgment result. Compared with the traditional statics and environment quantity monitoring index which is not applicable to the monitoring and early warning of rock toppling collapse and other brittle failure disasters, the present application realizes the rapid damage identification of the toppling dangerous rock mass and improves the accuracy and scientificity of the traditional method based on the dynamic index such as the natural vibration frequency and by establishing a toppling dangerous rock mass judgment model, thereby providing new technical support for realizing the early monitoring and early warning of large toppling dangerous rock mass collapse disasters. BRIEF DESCRIPTION OF DRAWINGS

[0019] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed in the embodiment description will be briefly introduced. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without any creative effort.

[0020] Figure 1 is a flow chart of a toppling dangerous rock mass judgment method based on double indexes provided by the embodiment of the present application;

[0021] Figure 2 is a mechanical model diagram of a toppling dangerous rock mass provided by the embodiment of the present application;

[0022] Figure 3 is a simple diagram of a toppling dangerous rock test model provided by the embodiment of the present application;

[0023] Figure 4 is a toppling dangerous rock model test site diagram provided by the embodiment of the present application;

[0024] Figure 5 is a time-frequency domain calculation result diagram of dynamic monitoring provided by the embodiment of the present application;

[0025] Figure 6 is a quantitative identification result diagram of a toppling dangerous rock provided by the embodiment of the present application;

[0026] Figure 7The dumping type dangerous rock field monitoring photo provided by the embodiment of the present application is shown in the figure;

[0027] Figure 8 The device block diagram for identifying the dumping type dangerous rock mass based on double indexes provided by the embodiment of the present application is shown in the figure;

[0028] Figure 9 The structural schematic diagram of the equipment for identifying the dumping type dangerous rock mass is shown in the figure. DETAILED DESCRIPTION

[0029] The technical solutions in the present application will be described below with reference to the drawings.

[0030] In the embodiments of the present application, the words such as "example", "for example" are used to represent as an example, illustration or description. Any embodiment or design scheme described as "example" in the present application should not be interpreted as more preferred or more advantageous than other embodiments or design schemes. In fact, the word "example" is intended to present the concept in a specific way. In addition, in the embodiments of the present application, the meaning expressed by "and / or" can be both, or can be one of the two.

[0031] In the embodiments of the present application, "image" and "picture" can be used interchangeably at times. It should be pointed out that when the distinction is not emphasized, the meanings expressed are consistent. "Of", "corresponding" and "corresponding" can be used interchangeably at times. It should be pointed out that when the distinction is not emphasized, the meanings expressed are consistent.

[0032] In the embodiments of the present application, sometimes the subscript such as W1 can be written in the form of non-subscript such as W1. When the distinction is not emphasized, the meanings expressed are consistent.

[0033] In the embodiments of the present application, the pre-set data can be fixed data pre-set by a person skilled in the art according to multiple experimental results or expert experience.

[0034] In order to make the technical problems, technical solutions and advantages to be solved by the present application more clear, the following will be described in detail with reference to the drawings and specific embodiments.

[0035] The embodiment of the present application provides a method for identifying the dumping type dangerous rock mass based on double indexes. The method can be realized by a dumping type dangerous rock mass identification device, which can be a terminal or a server. Figure 1 As shown in the flow chart of the method for identifying the dumping type dangerous rock mass based on double indexes, the processing flow of the method can include the following steps:

[0036] S1, obtaining the rock bridge length, rock bridge stiffness coefficient, rock mass quality, friction coefficient on the structural plane and effective normal stress of the dangerous rock mass of the toppling type.

[0037] Optionally, the parameter obtaining manner in S1 is as follows:

[0038] The rock bridge length, rock bridge stiffness coefficient, rock mass quality, friction coefficient on the structural plane and effective normal stress of the dangerous rock mass of the toppling type are obtained through in-situ test.

[0039] Optionally, after S1, the dynamic model and dynamic equilibrium equation of the dangerous rock mass of the toppling type can be established.

[0040] Specifically, the rotation angle, rotation angle velocity and rotation angle acceleration of the dangerous rock mass of the toppling type in the vibration process are obtained, and the obtaining manner can be: using the non-contact remote sensing monitoring technology of the laser Doppler vibration meter to measure the rotation angle, rotation angle velocity and rotation angle acceleration of the dangerous rock mass of the toppling type in the vibration process.

[0041] Then, taking the dangerous rock mass of the toppling type as the research object, the whole dangerous rock block in the collapse system is regarded as a rigid body with a certain mass, and the rock rear edge bonding surface is regarded as an elastic body, and the dynamic model of the dangerous rock mass of the toppling type is established, as shown in Figure 2 .

[0042] The established dynamic equilibrium equation of the dangerous rock mass of the toppling type can be formula (1):

[0043] (1)

[0044] Wherein, M represents the rock mass quality index, K represents the rock bridge stiffness coefficient index, l represents the rock bridge length index, represents the damping ratio index, represents the rotation angle index of the rock mass in the vibration process, represents the rotation angle velocity index of the rock mass in the vibration process, represents the rotation angle acceleration index of the rock mass in the vibration process.

[0045] S2, based on the friction coefficient on the structural plane and the effective normal stress, the damping ratio of the dangerous rock mass of the toppling type is calculated; based on the rock bridge length, the rock bridge stiffness coefficient and the rock mass quality, the natural vibration frequency of the dangerous rock mass of the toppling type is calculated; based on the natural vibration frequency, the damping ratio and the rock mass quality, the rock bridge strength of the dangerous rock mass of the toppling type is calculated.

[0046] Optionally, the calculation formula of the damping ratio of the dangerous rock mass of the toppling type is as follows:

[0047] (2)

[0048] Wherein, is the damping ratio of the dangerous rock mass of the toppling type, is the friction coefficient on the structural plane, N is the effective normal stress on the structural plane, s is the total displacement of the rock mass structure single period, and E is the total energy of the rock mass structure system, is a damping loss factor.

[0049] The total displacement of the rock mass structure single period is obtained by using a non-contact measurement device, and the total energy of the rock mass structure system is pre-set data.

[0050] Optionally, the calculation formula of the natural vibration frequency is as follows:

[0051] (3)

[0052] Wherein, f is the natural vibration frequency of the toppling dangerous rock mass, K is the rock bridge stiffness coefficient, l is the rock bridge length, M is the rock mass quality, and L is the distance from the rock mass gravity center to the preset origin O.

[0053] The distance from the rock mass gravity center to the preset origin O can be a distance as shown in Figure 2 , and the distance is obtained by a non-contact measurement device.

[0054] Optionally, the calculation formula of the rock bridge strength is as follows:

[0055] (4)

[0056] Wherein, T is the rock bridge strength of the toppling dangerous rock mass, f is the natural vibration frequency of the toppling dangerous rock mass, M is the rock mass quality, L is the distance from the rock mass gravity center to the preset origin O, is the damping ratio of the toppling dangerous rock mass, is the maximum rotation angle when the rock mass is damaged.

[0057] The maximum rotation angle when the rock mass is damaged is pre-set data.

[0058] S3, based on the rock bridge strength, the natural vibration frequency and the damping ratio of the toppling dangerous rock mass, the dynamic safety factor of the toppling dangerous rock mass is calculated; based on the natural vibration frequency and the damping ratio, the weak stability dynamic safety factor is calculated.

[0059] Optionally, the calculation formula of the dynamic safety factor DSF is as follows:

[0060] (5)

[0061] Wherein, DSF is the dynamic safety factor of the toppling dangerous rock mass, is the rock bridge strength of the toppling dangerous rock mass at i moment, is the rock bridge strength of the toppling dangerous rock mass at the initial moment, is the natural vibration frequency of the toppling dangerous rock mass at the initial moment, is the natural vibration frequency of the toppling dangerous rock mass at the initial moment, is the damping ratio of the toppling dangerous rock mass at the i-th moment, is the damping ratio of the toppling dangerous rock mass at the initial moment.

[0062] is the natural vibration frequency of the toppling dangerous rock mass at the i-th moment, is calculated by the rock bridge length and the damping ratio measured at the i-th moment.

[0063] is the damping ratio of the toppling dangerous rock mass at the i-th moment, is calculated by the total displacement of the rock mass structure single period measured at the i-th moment.

[0064] Optionally, the calculation formula of the weak stability dynamic safety factor is as follows formula (6):

[0065] (6)

[0066] is the weak stability dynamic safety factor of the toppling dangerous rock mass, is the natural vibration frequency of the toppling dangerous rock mass at the i-th moment, is the critical natural vibration frequency of the toppling dangerous rock mass, is the damping ratio of the toppling dangerous rock mass at the i-th moment, is the damping ratio of the toppling dangerous rock mass at the initial moment.

[0067] is the critical natural vibration frequency of the toppling dangerous rock mass, which is a preset value.

[0068] S4, based on the dynamic safety factor and the weak stability dynamic safety factor, according to a preset identification rule, the toppling dangerous rock mass is identified, and an identification result is obtained.

[0069] Optionally, S4, based on the dynamic safety factor and the weak stability dynamic safety factor, according to a preset identification rule, the toppling dangerous rock mass is identified, and an identification result is obtained, including:

[0070] The calculated dynamic safety factor DSF and weak stable dynamic safety factor WDSF are analyzed. When both DSF and WDSF are greater than or equal to 1, it is determined that the toppling dangerous rock mass is in a strong stable stage, and the toppling dangerous rock mass is a stable rock mass. When DSF is greater than or equal to 1 and WDSF is less than 1, it is determined that the toppling dangerous rock mass is in a weak stable stage, and the toppling dangerous rock mass is a dangerous rock mass. When both DSF and WDSF are less than 1, it is determined that the toppling dangerous rock mass enters an accelerated destruction stage, and the toppling dangerous rock mass collapses and destroys. In addition, it needs to be explained that due to the limitation of the calculation formula, the situation that DSF is less than 1 and WDSF is greater than or equal to 1 will not occur.

[0071] According to the above theoretical formula, the rapid identification and early warning of the toppling dangerous rock mass can be realized.

[0072] Next, the effectiveness and practicality of the method of the present embodiment will be illustrated by combining with actual cases.

[0073] Case 1: In order to illustrate the rationality and feasibility of the method of the present case, an indoor test is carried out to verify the method. The simplified schematic diagram of the test model is shown in Figure 3 The test model is poured with a toppling dangerous rock test block in the indoor, including a bedrock and an unstable target rock mass. In the actual field conditions, the materials of the bedrock and the dangerous rock mass are consistent. In order to ensure this condition, the same proportion of materials is used to pour the two in the test, so as to simulate the scene of the field dangerous rock overturning to the greatest extent. The pouring material ratio, i.e. the mechanical property parameters, is shown in Table 1, and the pouring template size information is shown in Table 2. Considering that the size and mass of the bedrock are much larger than those of the dangerous rock in the dangerous rock field, in order to simulate the field conditions, the "bedrock" part is loaded and fixed by a hydraulic machine, and the "dangerous rock" bottom is padded with a foam board. After the bedrock is compressed and stabilized, the foam board at the bottom of the dangerous rock is removed to make the dangerous rock part free, and the test photos are shown in Figure 4 .

[0074] Table 1

[0075] Material ratio Barite powder 30 kg Gypsum 48 kg Glycerin 1.5 kg Pure water 10 kg Retarder 0.02 kg Mechanical parameter Density 2200 kg·m -3 ]] Elastic modulus 0.831 GPa Poisson's ratio 0.33 Cohesive force 3.1 MPa Tensile strength 0.18 MPa

[0076] Table 2

[0077] Test block Length / cm Width / cm Height / cm Dangerous rock 80 20 35 Bedrock 35 20 30

[0078] After the pre-test processing is completed, the "dangerous rock" model is gradually cut in the vertical direction downward at the rear edge by using a wire saw, and every 2 cm is cut to simulate the process of gradually deepening the crack (rear edge bonding surface strength damage). After each cutting, the rock mass is static, and the dangerous rock is excited by using a force hammer. At the same time, the vibration data of the rock block are collected by using a vibration pickup, and the sampling frequency is set to 1000 hz. When the crack depth reaches 18 cm, the dangerous rock model collapses and destroys, and the test is completed.

[0079] The vibration acceleration data collected after each excitation is converted from time domain to frequency domain by using fast Fourier transform method, and then the first order natural frequency is extracted, and the corresponding damping ratio is calculated by using the half-power bandwidth method. The collected signal and the fast Fourier transform processing result are shown in the following Figure 5 The calculation results of the test are shown in Table 3. The preliminary test results show that as the rock bridge is further cut, the crack is deepened (the damage of the back edge bonding surface strength), and the natural frequency shows a significant downward trend, which is consistent with the expected results of the model derivation. Compared with the natural frequency, the change of the damping ratio shows a non-coordinated trend feature, and it is worth noting that when the dangerous rock mass is close to instability and failure, the damping ratio shows a significant increase.

[0080] Table 3

[0081] Crack length / cm Natural frequency / Hz Damping ratio / % 0 225.45 0.13 2 221.45 0.16 4 197.45 0.11 6 165.45 0.45 8 133.45 0.32 10 108.45 0.24 12 101.45 0.53 14 97.45 0.29 16 82.45 0.36 18 70.45 1.21

[0082] The dynamic safety factor and the weak stability dynamic safety factor of the toppling dangerous rock mass can be calculated by combining formula (5) and formula (6), and the calculation results are shown in Figure 6 When the crack length is 12 cm (more than 50% of the total length), DSF and WDSF show that the test rock mass enters the weak stability stage, which is consistent with the actual engineering identification standard.

[0083] Case two: In order to verify the application and accuracy of the implementation method of the present case, an actual case is selected for application practice, and a laser Doppler vibration meter (LDV) is used to collect data. On the basis of experimental data, the dynamic parameters of the dangerous rock are obtained by fast Fourier transform, and the stability of the dangerous rock is evaluated by combining the identification method proposed in the present case.

[0084] The dangerous rock selected in the present case is located on the bank of Hehe Reservoir in Shanxi Province (as shown in Figure 7 ). Its free surface faces the highway, and the back edge structural surface shows obvious cracks under the influence of rainwater erosion and weathering. According to the tilt photography technology of the unmanned aerial vehicle, it can be determined that the total volume of the toppling rock is about 12.43m 2 , and the rock mass can be simplified as a cuboid with the size of 1.515x1.35x6.10m. According to the rock sampling and test results, the rock mass is argillaceous siltstone. The mechanical parameters of the rock are shown in Table 4.

[0085] Table 4

[0086] Bulk density γ / g.cm-3 2.14 Cohesive force c / MPa 1.72 Internal friction angle tanφ 1.03 Elastic modulus E / GPa 9.05 Poisson's ratio υ 0.26

[0087] In this example, RSV-150 Polytec laser vibration meter is used, the wavelength of the laser beam is 1550nm, the sampling frequency is 480Hz, and the sampling time is 100s. The instrument setting and field measurement are as follows Figure 7The results of the measurements and the corresponding rock bridge lengths are used to calculate the safety factor, as shown in Table 5. The results show that the natural frequency is 21.7 Hz and the damping ratio is 1.8%. According to the calculation method proposed in this chapter, the dynamic safety factor DSF is 1.29 and the weakly stable dynamic safety factor WDSF is 0.94. The results show that the selected case is a weakly stable and toppling dangerous rock.

[0088] Table 5

[0089] Monitoring point Natural frequency / Hz Damping ratio / % DSF WDSF 1 21.2 1.8 1.26 0.92 2 22.0 1.7 1.21 0.95 3 21.8 1.9 1.39 0.95 Average 21.7 1.8 1.29 0.94

[0090] In the embodiment of the present application, the rock bridge length, the rock bridge stiffness coefficient, the rock mass, the friction coefficient on the structural plane and the effective normal stress of the toppling dangerous rock mass to be judged are obtained; based on the friction coefficient on the structural plane and the effective normal stress, the damping ratio of the toppling dangerous rock mass is calculated; based on the rock bridge length, the rock bridge stiffness coefficient and the rock mass, the natural vibration frequency of the toppling dangerous rock mass is calculated; based on the natural vibration frequency, the damping ratio and the rock mass, the rock bridge strength of the toppling dangerous rock mass is calculated; based on the rock bridge strength, the natural vibration frequency and the damping ratio of the toppling dangerous rock mass, the dynamic safety factor of the toppling dangerous rock mass is calculated; based on the natural vibration frequency and the damping ratio, the weakly stable dynamic safety factor is calculated; based on the dynamic safety factor and the weakly stable dynamic safety factor, the toppling dangerous rock mass is judged according to the preset judgment rule, and the judgment result is obtained. Compared with the traditional statics, the environmental quantity monitoring index is not suitable for monitoring and early warning of brittle failure disasters such as rock toppling collapse, the present application is based on the natural vibration frequency and other dynamic indexes, a toppling dangerous rock mass judgment model is established, rapid damage identification of the toppling dangerous rock mass is realized, the accuracy and scientificity of the traditional method are improved, and new technical support is provided for early monitoring and early warning of large toppling dangerous rock mass collapse disasters.

[0091] Figure 8 is a kind of based on double index's toppling dangerous rock mass judgment device block diagram shown according to an exemplary embodiment, and the device is used for based on double index's toppling dangerous rock mass judgment method. Refer to Figure 8 The device includes an acquisition module 810, a first determination module 820, a second determination module 830 and a judgment module 840. Wherein:

[0092] The acquisition module 810 is used for obtaining the rock bridge length, the rock bridge stiffness coefficient, the rock mass, the friction coefficient on the structural plane and the effective normal stress of the toppling dangerous rock mass;

[0093] The first determination module 820 is configured to calculate a damping ratio of the toppling dangerous rock mass based on a friction coefficient on a structural plane and an effective normal stress; calculate an inherent vibration frequency of the toppling dangerous rock mass based on a rock bridge length, a rock bridge stiffness coefficient and a rock mass quality; and calculate a rock bridge strength of the toppling dangerous rock mass based on the inherent vibration frequency, the damping ratio and the rock mass quality.

[0094] The second determination module 830 is configured to calculate a dynamic safety factor of the toppling dangerous rock mass based on the rock bridge strength, the inherent vibration frequency and the damping ratio of the toppling dangerous rock mass; and calculate a weak-stable dynamic safety factor based on the inherent vibration frequency and the damping ratio.

[0095] The identification module 840 is configured to perform toppling dangerous rock mass identification on the toppling dangerous rock mass according to a preset identification rule based on the dynamic safety factor and the weak-stable dynamic safety factor, and obtain an identification result.

[0096] Optionally, the acquisition module 810 is configured to:

[0097] The rock bridge length, the rock bridge stiffness coefficient, the rock mass quality, the friction coefficient on the structural plane and the effective normal stress of the toppling dangerous rock mass are acquired through an in-situ test.

[0098] Optionally, the first determination module 820 is configured to:

[0099] The damping ratio of the toppling dangerous rock mass is calculated based on the friction coefficient on the structural plane, the effective normal stress and the following formula (1):

[0100] (1)

[0101] wherein, is the damping ratio of the toppling dangerous rock mass, is the friction coefficient on the structural plane, N is the effective normal stress on the structural plane, s is the total displacement of a rock mass structure single period, and E is the total energy of the rock mass structure system.

[0102] Optionally, the first determination module 820 is configured to:

[0103] The inherent vibration frequency of the toppling dangerous rock mass is calculated based on the rock bridge length, the rock bridge stiffness coefficient, the rock mass quality and the following formula (2):

[0104] (2)

[0105] wherein, f is the inherent vibration frequency of the toppling dangerous rock mass, K is the rock bridge stiffness coefficient, l is the rock bridge length, M is the rock mass quality, and L is the distance from the rock mass gravity center to a preset origin O.

[0106] Optionally, the first determination module 820 is configured to:

[0107] calculate the rock bridge strength of the toppling dangerous rock mass based on the natural vibration frequency, the damping ratio, the rock mass quality, and the following formula (3):

[0108] (3)

[0109] wherein T is the rock bridge strength of the toppling dangerous rock mass, f is the natural vibration frequency of the toppling dangerous rock mass, M is the rock mass quality, L is the distance from the rock mass gravity center to the preset origin O, is the damping ratio of the toppling dangerous rock mass, is the maximum rotation angle when the rock mass is damaged.

[0110] Optionally, the second determining module 830 is configured to:

[0111] calculate the dynamic safety factor of the toppling dangerous rock mass based on the rock bridge strength, the natural vibration frequency, the damping ratio, and the following formula (4):

[0112] (4)

[0113] wherein DSF is the dynamic safety factor of the toppling dangerous rock mass, is the rock bridge strength of the toppling dangerous rock mass at the i-th moment, is the rock bridge strength of the toppling dangerous rock mass at the initial moment, is the natural vibration frequency of the toppling dangerous rock mass at the i-th moment, is the natural vibration frequency of the toppling dangerous rock mass at the initial moment, is the damping ratio of the toppling dangerous rock mass at the i-th moment, is the damping ratio of the toppling dangerous rock mass at the initial moment.

[0114] The second determining module 830 is configured to:

[0115] calculate the weak stability dynamic safety factor based on the natural vibration frequency, the damping ratio, and the following formula (5):

[0116] (5)

[0117] wherein WDSF is the weak stability dynamic safety factor of the toppling dangerous rock mass, is the natural vibration frequency of the toppling dangerous rock mass at the i-th moment, is the critical natural vibration frequency of the toppling dangerous rock mass, is the damping ratio of the toppling dangerous rock mass at the i-th moment, is the damping ratio of the toppling dangerous rock mass at the initial moment.

[0118] Optionally, the judging module 840 is configured to:

[0119] When the calculated dynamic safety factor DSF and the weakly stable dynamic safety factor WDSF are both greater than or equal to 1, it is determined that the dangerous rock mass of the toppling type is in a strongly stable stage, and the dangerous rock mass of the toppling type is a stable rock mass; when the DSF is greater than or equal to 1 and the WDSF is less than 1, it is determined that the dangerous rock mass of the toppling type is in a weakly stable stage, and the dangerous rock mass of the toppling type is a dangerous rock mass; and when the DSF and the WDSF are both less than 1, it is determined that the dangerous rock mass of the toppling type enters an accelerated destruction stage, and the dangerous rock mass of the toppling type collapses and is destroyed.

[0120] In the embodiment of the present application, the rock bridge length, the rock bridge stiffness coefficient, the rock mass quality, the friction coefficient on the structural plane and the effective normal stress of the dangerous rock mass of the toppling type to be identified are obtained; the damping ratio of the dangerous rock mass of the toppling type is calculated based on the friction coefficient on the structural plane and the effective normal stress; the natural vibration frequency of the dangerous rock mass of the toppling type is calculated based on the rock bridge length, the rock bridge stiffness coefficient and the rock mass quality; the rock bridge strength of the dangerous rock mass of the toppling type is calculated based on the natural vibration frequency, the damping ratio and the rock mass quality; the dynamic safety factor of the dangerous rock mass of the toppling type is calculated based on the rock bridge strength, the natural vibration frequency and the damping ratio of the dangerous rock mass of the toppling type; the weakly stable dynamic safety factor is calculated based on the natural vibration frequency and the damping ratio; and the dangerous rock mass of the toppling type is identified according to the preset identification rule based on the dynamic safety factor and the weakly stable dynamic safety factor, so as to obtain an identification result. Compared with the traditional statics and environmental quantity monitoring indicators which are not suitable for monitoring and early warning of brittle failure disasters such as rock toppling collapse, the present application is based on dynamic indicators such as the natural vibration frequency, and realizes rapid damage identification of the dangerous rock mass of the toppling type by establishing a dangerous rock mass of the toppling type identification model, thereby improving the accuracy and scientificity of the traditional method and providing new technical support for early monitoring and early warning of large-scale toppling-type dangerous rock mass collapse disasters.

[0121] Figure 9 is a structural schematic diagram of a dangerous rock mass of the toppling type identification device provided by the embodiment of the present application, as shown in Figure 9 the dangerous rock mass of the toppling type identification device can include the double-index-based dangerous rock mass of the toppling type identification device shown in Figure 8 Optionally, the dangerous rock mass of the toppling type identification device 910 can include the first processor 2001.

[0122] Optionally, the dangerous rock mass of the toppling type identification device 910 can further include the memory 2002 and the transceiver 2003.

[0123] The first processor 2001, the memory 2002 and the transceiver 2003 can be connected through a communication bus.

[0124] The following will be described in combination with Figure 9The various components of the dangerous rock body dumping identification device 910 are described in detail as follows:

[0125] The first processor 2001 is the control center of the dangerous rock body dumping identification device 910, which can be one processor or a plurality of processing elements. For example, the first processor 2001 is one or more central processing units (CPUs), application specific integrated circuits (ASICs), or one or more integrated circuits configured to implement embodiments of the present application, such as one or more digital signal processors (DSPs), or one or more field programmable gate arrays (FPGAs).

[0126] Optionally, the first processor 2001 can execute the various functions of the dangerous rock body dumping identification device 910 by running or executing software programs stored in the memory 2002 and calling data stored in the memory 2002.

[0127] In a specific implementation, as an embodiment, the first processor 2001 can include one or more CPUs, such as the CPU0 and CPU1 shown in FIG. 10. Figure 9

[0128] In a specific implementation, as an embodiment, the dangerous rock body dumping identification device 910 can also include a plurality of processors, such as the first processor 2001 and the second processor 2004 shown in FIG. 10. Each of these processors can be a single-CPU or a multi-CPU. The processor here can refer to one or more devices, circuits, and / or processing cores for processing data (such as computer program instructions). Figure 9

[0129] The memory 2002 is used to store software programs for implementing the schemes of the present application, and is controlled by the first processor 2001 for execution. The specific implementation can refer to the above method embodiments, which will not be described here.

[0130] ​​Optionally, the memory 2002 can be a read-only memory (ROM) or other type of static storage device that can store static information and instructions, a random access memory (RAM) or other type of dynamic storage device that can store information and instructions, an electrically erasable programmable read-only memory (EEPROM), a compact disc read-only memory (CD-ROM) or other optical disk storage, a magneto-optical disk, a magnetic disk storage or other magnetic storage devices, or any other medium that can be used to carry or store desired program code in the form of instructions or data structures and that can be accessed by the computer, but is not limited to this. The memory 2002 can be integrated with the first processor 2001 or exist independently and be coupled to the first processor 2001 through an interface circuit (not shown in the figure) of the toppling dangerous rock mass identification device 910, and the embodiments of the present application do not make specific limitations here. Figure 9

[0131] The transceiver 2003 is configured to communicate with a network device or a terminal device.

[0132] Optionally, the transceiver 2003 can include a receiver and a transmitter (not shown separately in the figure). The receiver is configured to realize the receiving function, and the transmitter is configured to realize the transmitting function. Figure 9

[0133] Optionally, the transceiver 2003 can be integrated with the first processor 2001 or exist independently and be coupled to the first processor 2001 through an interface circuit (not shown in the figure) of the toppling dangerous rock mass identification device 910, and the embodiments of the present application do not make specific limitations here. Figure 9

[0134] It should be noted that the structure of the toppling dangerous rock mass identification device 910 shown in the figure does not constitute a limitation on the router, and the actual knowledge structure identification device can include more or fewer components than those shown in the figure, or combine certain components, or different component arrangements. Figure 9 In addition, the technical effects of the toppling dangerous rock mass identification device 910 can refer to the technical effects of the double-index-based toppling dangerous rock mass identification method described in the above method embodiments, which will not be described here.

[0135]

[0136] ​​​​It is to be understood that the first processor 2001 in the embodiments of the present application can be a central processing unit (CPU), and can also be other general-purpose processors, digital signal processors (DSP), application specific integrated circuits (ASIC), field programmable gate arrays (FPGA) or other programmable logic devices, discrete gates or transistor logic components, discrete hardware components, etc. The general-purpose processor can be a microprocessor or can also be any conventional processor.

[0137] It is also to be understood that the memory in the embodiments of the present application can be a volatile memory or a non-volatile memory, or can include both volatile and non-volatile memory. Among them, the non-volatile memory can be a read-only memory (ROM), a programmable read-only memory (PROM), an erasable programmable read-only memory (EPROM), an electrically EPROM (EEPROM) or a flash memory. The volatile memory can be a random access memory (RAM) used as an external cache. By way of example but not limitation, many forms of random access memory (RAM) are available, such as static random access memory (SRAM), dynamic random access memory (DRAM), synchronous dynamic random access memory (SDRAM), double data rate synchronous dynamic random access memory (DDR SDRAM), enhanced synchronous dynamic random access memory (ESDRAM), synchlink dynamic random access memory (SLDRAM) and direct rambus RAM (DR RAM).

[0138] The above-described embodiments can be implemented in whole or in part by software, hardware (such as a circuit), firmware, or any combination thereof. When implemented in software, the above-described embodiments can be implemented in the form of a computer program product. The computer program product includes one or more computer instructions or computer programs. When the computer instructions or computer programs are loaded or executed on a computer, the processes or functions described in the embodiments of the present application are wholly or partially generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices. The computer instructions can be stored in a computer-readable storage medium or transferred from one computer-readable storage medium to another computer-readable storage medium, for example, the computer instructions can be transferred from one website, computer, server, or data center to another website, computer, server, or data center through a wired (such as infrared, wireless, microwave, etc.) manner. The computer-readable storage medium can be any available medium that can be accessed by a computer or a data storage device such as a server, data center, etc. containing one or more available medium collections. The available medium can be a magnetic medium (such as a floppy disk, a hard disk, a magnetic tape), an optical medium (such as a DVD), or a semiconductor medium. The semiconductor medium can be a solid-state disk.

[0139] It should be understood that the term "and / or" herein merely describes the association relationship of the associated objects, which means that there can be three relationships, for example, A and / or B can represent the following three cases: A exists alone, A and B exist together, and B exists alone, where A and B can be singular or plural. In addition, the character " / " herein generally represents that the associated objects before and after it are in an "or" relationship, but it can also represent an "and / or" relationship, which can be understood according to the context before and after it.

[0140] In the present application, "at least one" means one or more, and "multiple" means two or more. "At least one of the following" or the like means any combination of these items, including any combination of single or multiple items. For example, at least one of a, b, or c can represent a, b, c, a-b, a-c, b-c, or a-b-c, where a, b, and c can be single or multiple.

[0141] It should be understood that in various embodiments of the present application, the size of the sequence number of the above-described processes does not mean the order of execution, and the execution order of the processes should be determined according to their functions and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present application.

[0142] Those skilled in the art can clearly understand that the units and algorithm steps of each example described in combination with the embodiments disclosed herein can be realized by electronic hardware or a combination of computer software and electronic hardware. Whether the functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of the present application.

[0143] Those skilled in the art can clearly understand that, for the convenience and brevity of the description, the specific working processes of the devices, apparatuses and units described above can refer to the corresponding processes in the foregoing method embodiments, which will not be repeated here.

[0144] In several embodiments provided by the present application, it should be understood that the disclosed devices, apparatuses and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely schematic, for example, the division of the units is only a logical function division, and actual implementation can have another division manner, for example, multiple units or components can be combined or integrated into another device, or some features can be ignored or not executed. In addition, the coupling or direct coupling or communication connection between the units shown or discussed can be indirect coupling or communication connection through some interfaces, devices or units, which can be electrical, mechanical or other forms.

[0145] The units described as separate components can or can not be physically separated, and the components shown as units can or can not be physical units, that is, they can be located in one place, or can be distributed on multiple network units. Part or all of the units can be selected according to actual needs to achieve the purpose of the embodiment scheme.

[0146] In addition, each functional unit in each embodiment of the present application can be integrated into a processing unit, or each unit can exist physically independently, or two or more units can be integrated into one unit.

[0147] If the functions are realized in the form of software function units and sold or used as independent products, they can be stored in a computer readable storage medium. Based on this understanding, the technical solutions of the present application or the parts of the present application that essentially contribute to the prior art or the parts of the technical solutions can be embodied in the form of software products. The computer software product is stored in a storage medium and includes a plurality of instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the method described in the various embodiments of the present application. The aforementioned storage medium includes a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, and various media that can store program codes.

[0148] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any person skilled in the art can easily think of changes or replacements within the technical range disclosed by the present application, which should be covered within the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

Claims

1. A double-index-based method for identifying a dangerous rock mass of a toppling type, characterized in that, The method comprises: S1, obtaining the rock bridge length, rock bridge stiffness coefficient, rock mass quality, friction coefficient on the structural plane and effective normal stress of the to-be-judged toppling-type dangerous rock mass; S2, calculating the damping ratio of the toppling-type dangerous rock mass based on the friction coefficient on the structural plane and the effective normal stress; calculating the natural vibration frequency of the toppling-type dangerous rock mass based on the rock bridge length, the rock bridge stiffness coefficient and the rock mass quality; and calculating the rock bridge strength of the toppling-type dangerous rock mass based on the natural vibration frequency, the damping ratio and the rock mass quality; S3, calculating the dynamic safety factor of the toppling-type dangerous rock mass based on the rock bridge strength, the natural vibration frequency and the damping ratio of the toppling-type dangerous rock mass; and calculating the weak-stability dynamic safety factor based on the natural vibration frequency and the damping ratio; S4, performing toppling-type dangerous rock mass judgment on the toppling-type dangerous rock mass based on the dynamic safety factor and the weak-stability dynamic safety factor according to a preset judgment rule, to obtain a judgment result; The S3 comprises: calculating the dynamic safety factor of the toppling-type dangerous rock mass based on the rock bridge strength, the natural vibration frequency, the damping ratio and the following formula (4): Wherein, DSF is the dynamic safety factor of the toppling dangerous rock mass, T i is the rock bridge strength of the toppling dangerous rock mass at i moment, T0 is the rock bridge strength of the toppling dangerous rock mass at initial moment, f i is the inherent vibration frequency of the toppling dangerous rock mass at i moment, f0 is the inherent vibration frequency of the toppling dangerous rock mass at initial moment, ζ i is the damping ratio of the toppling dangerous rock mass at i moment, ζ0 is the damping ratio of the toppling dangerous rock mass at initial moment; The S3 comprises: Based on the natural vibration frequency, damping ratio and the following equation (5), the weak stability dynamic safety factor is calculated: where WDSF is the weak stability dynamic safety factor of the toppling dangerous rock mass, f i is the inherent vibration frequency of the toppling dangerous rock mass at time i, f k is the critical inherent vibration frequency of the toppling dangerous rock mass, ζ i is the damping ratio of the toppling dangerous rock mass at time i, ζ0 is the damping ratio of the toppling dangerous rock mass at initial time.

2. The double-index-based method for identifying a dangerous rock mass for dumping according to claim 1, characterized in that, The S1 comprises: The rock bridge length, the rock bridge stiffness coefficient, the self-weight, the friction coefficient on the structural plane and the effective normal stress of the toppling-type dangerous rock mass, and the rotation angle, the rotation angle velocity and the rotation angle acceleration of the toppling-type dangerous rock mass in the vibration process are obtained through an in-situ test.

3. The double-index-based method for identifying a dangerous rock mass for toppling according to claim 2, characterized in that, The S2 comprises: calculating the damping ratio of the toppling-type dangerous rock mass based on the friction coefficient on the structural plane, the effective normal stress and the following formula (1): The S2 comprises:

4. The double-index-based method for identifying a dangerous rock mass for dumping according to claim 3, characterized in that, calculating the damping ratio of the toppling-type dangerous rock mass based on the friction coefficient on the structural plane, the effective normal stress and the following formula (1): wherein ζ is the damping ratio of the toppling-type dangerous rock mass, μ is the friction coefficient on the structural plane, N is the effective normal stress on the structural plane, s is the total displacement of a rock mass structure single period, and E is the total energy of the rock mass structure system. The S2 comprises:

5. The double-index-based method for identifying a dangerous rock mass for dumping according to claim 4, characterized in that, calculating the natural vibration frequency of the toppling-type dangerous rock mass based on the rock bridge length, the rock bridge stiffness coefficient, the rock mass quality and the following formula (2): The S2 comprises: calculating the rock bridge strength of the toppling-type dangerous rock mass based on the natural vibration frequency, the damping ratio and the rock mass quality; and calculating the rock bridge strength of the toppling-type dangerous rock mass based on the natural vibration frequency, the damping ratio and the rock mass quality; Wherein, T is the rock bridge strength of the toppling dangerous rock mass, f is the natural vibration frequency of the toppling dangerous rock mass, M is the rock mass quality, L is the distance from the rock mass gravity center to the preset origin O, ζ is the damping ratio of the toppling dangerous rock mass, θ max is the maximum rotation angle when the rock mass is destroyed.

6. The double-index-based method for identifying a dangerous rock mass for dumping according to claim 1, characterized in that, The S4 performs dump-type dangerous rock body identification on the dump-type dangerous rock body according to a preset identification rule based on the kinetic safety factor and the weak-stable kinetic safety factor, and obtains an identification result, including: The calculated kinetic safety factor DSF and weak-stable kinetic safety factor WDSF are analyzed. When both DSF and WDSF are greater than or equal to 1, it is determined that the dump-type dangerous rock body is in a strong stable stage, and the dump-type dangerous rock body is a stable rock body. When DSF is greater than or equal to 1 and WDSF is less than 1, it is determined that the dump-type dangerous rock body is in a weak stable stage, and the dump-type dangerous rock body is a dangerous rock body. When both DSF and WDSF are less than 1, it is determined that the dump-type dangerous rock body enters an accelerated destruction stage, and the dump-type dangerous rock body collapses and is destroyed.

7. A double-index-based identification device for a toppling dangerous rock mass, the double-index-based identification device being used to implement the double-index-based identification method for a toppling dangerous rock mass according to any one of claims 1-6, characterized in that, The device comprises: An acquisition module is configured to acquire a rock bridge length, a rock bridge stiffness coefficient, a rock mass, a friction coefficient on a structural surface, and an effective normal stress of a dump-type dangerous rock body. A first determination module is configured to calculate a damping ratio of the dump-type dangerous rock body based on the friction coefficient on the structural surface and the effective normal stress, calculate an inherent vibration frequency of the dump-type dangerous rock body based on the rock bridge length, the rock bridge stiffness coefficient, and the rock mass, and calculate a rock bridge strength of the dump-type dangerous rock body based on the inherent vibration frequency, the damping ratio, and the rock mass. A second determination module is configured to calculate a kinetic safety factor of the dump-type dangerous rock body based on the rock bridge strength, the inherent vibration frequency, and the damping ratio of the dump-type dangerous rock body, and calculate a weak-stable kinetic safety factor based on the inherent vibration frequency and the damping ratio. An identification module is configured to perform dump-type dangerous rock body identification on the dump-type dangerous rock body based on the kinetic safety factor and the weak-stable kinetic safety factor according to a preset identification rule, and obtain an identification result.

8. A device for identifying a dangerous rock body of a pour type, characterized by, The dump-type dangerous rock body identification device comprises: A processor; A memory having computer readable instructions stored thereon, wherein the computer readable instructions are executed by the processor to implement the method of any one of claims 1 to 6.

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