A method for grading quality of excavation disturbed rock mass based on surrounding rock expansion law

Abstract

The present invention provides a method for grading the quality of excavation disturbed rock mass based on the law of surrounding rock expansion. The method includes: conducting triaxial compression tests on the rock of the tunnel to obtain the evolution law of rock strength and volume strain under load; establishing a tunnel excavation disturbance effect analysis model according to the tunnel geological conditions and design parameters. And performing data simulation on the tunnel excavation process; determining the strain distribution law of the surrounding rock mass around the tunnel; based on the calculation results and the excavation disturbance coefficient, zoning the excavation disturbance influence, and determining the rock mass quality grading considering the excavation disturbance influence according to the zoning range of the disturbance zone. Because the influence of excavation disturbance is taken into account, the surrounding rock grading of high-ground stress tunnels is more reasonable, avoiding the occurrence of a situation where there is a large difference between the rock mass quality grading of high-ground stress tunnels and the rock mass conditions exposed at the face.

Description

Technical Field

[0001] The present invention relates to the technical field of engineering investigation, and more specifically, to a method for grading the quality of disturbed rock mass by excavation based on the law of surrounding rock expansion, a device for grading the quality of disturbed rock mass by excavation based on the law of surrounding rock expansion, an electronic device and a storage medium. Background Art

[0002] The existing rock mass quality classification is mainly based on geological information such as rock, structural surface, groundwater and ground stress during the survey, without considering the influence of factors such as tunnel excavation method, excavation section size and blasting disturbance. This may lead to a large difference between the rock mass quality classification of high ground stress tunnels and the rock mass exposed at the tunnel face.

[0003] Therefore, a new technical solution is urgently needed to solve the above technical problems. Summary of the invention

[0004] A series of simplified concepts are introduced in the Summary of the Invention, which will be further described in detail in the Detailed Description of the Invention. The Summary of the Invention does not mean to attempt to define the key features and essential technical features of the claimed technical solution, nor does it mean to attempt to determine the scope of protection of the claimed technical solution.

[0005] In the first aspect, the present invention proposes a method for grading the quality of excavation disturbed rock mass based on the law of surrounding rock expansion, including: conducting a triaxial compression test on the rock of the tunnel to obtain the test results on the evolution law of rock strength and volume strain under load, the test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B ; According to the tunnel geological data and design parameters, a calculation model for tunnel excavation effect analysis is established; based on the calculation model and test results, the tunnel excavation process is simulated to obtain the distribution law of the surrounding rock mass strain around the tunnel; the volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance is calculated. v Volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε v B Numerical comparison is carried out to determine the zones around the tunnel that are affected by excavation disturbance and their distribution range; based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the influence of excavation, the zones around the tunnel that are affected by excavation disturbance and their distribution range, the rock mass quality classification considering the influence of excavation disturbance is determined.

[0006] Optionally, a triaxial compression test is performed on the rock of the tunnel to obtain test results, including: determining the test confining pressure of the triaxial compression test according to the on-site ground stress of the tunnel; during the test, recording the change pattern of the rock's strength, axial strain, lateral strain and volume strain with deviatoric stress to obtain test results.

[0007] Optionally, the calculation model is a two-dimensional calculation model or a three-dimensional calculation model.

[0008] Optionally, determine the zones around the tunnel that are affected by excavation disturbance and their distribution ranges, including: v ≥ε v B In the case of ε, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined as the first partition d1; for ε v B >ε v ≥ε v A In the case of ε, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined as the second partition d2; v <ε v A According to the situation, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined to be the third partition d3.

[0009] Optionally, determining the rock mass quality classification considering the influence of excavation disturbance includes: obtaining the rock mass quality grade Q before excavation disturbance around the tunnel, combining it with the distribution law to determine the rock mass quality grade Q under the influence of excavation disturbance D =(1-D)Q, where D is the disturbance coefficient considering the influence of excavation.

[0010] Optionally, the disturbance coefficient is determined according to the following method: when the distribution range of the partition affected by the tunnel periphery excavation disturbance is the first partition, the disturbance coefficient D is determined as Ⅰ The value range of is 0.5~1.0; when the distribution range of the partition affected by the excavation disturbance around the tunnel is the second partition, determine the disturbance coefficient D Ⅱ The value range of is 0.25~0.5; when the distribution range of the zone affected by the excavation disturbance around the tunnel is the third zone, determine the disturbance coefficient D Ⅲ is 0.

[0011] Optionally, determining the rock mass quality classification considering the influence of excavation disturbance includes: determining the rock mass quality classification considering the influence of excavation disturbance using the following formula:

[0012]

[0013] Secondly, a device for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion is proposed, including:

[0014] The test module is used to perform triaxial compression tests on the rock of the tunnel to obtain the test results on the evolution law of rock strength and volume strain under load. The test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B ;

[0015] Model building module, used to build a tunnel excavation effect analysis and calculation model based on tunnel geological data and design parameters;

[0016] The simulation module is used to simulate the tunnel excavation process based on the calculation model and test results to obtain the distribution law of the surrounding rock mass strain around the tunnel;

[0017] The scope determination module is used to calculate the volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance v Volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε v B Conduct numerical comparison to determine the zones around the tunnel that are affected by excavation disturbance and their distribution range;

[0018] The classification determination module is used to determine the rock mass quality classification considering the influence of excavation disturbance based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the influence of excavation, the partitions around the tunnel considering the influence of excavation disturbance and their distribution range.

[0019] On the third aspect, an electronic device is also proposed, including a processor and a memory, wherein the memory stores computer program instructions, and the computer program instructions are used by the processor to execute the method for grading the quality of excavation disturbed rock mass based on the surrounding rock expansion law as described above when the processor is running.

[0020] In a fourth aspect, a storage medium is also proposed, on which program instructions are stored, and when the program instructions are run, they are used to execute the method for grading the quality of excavation disturbed rock mass based on the surrounding rock expansion law as described above.

[0021] According to the above technical scheme, a triaxial compression test is first conducted on the rock of the tunnel to obtain the test results, and then the distribution law of the surrounding rock mass strain of the tunnel is obtained through numerical simulation and the zoning of the influence of excavation disturbance around the tunnel is determined, and finally the rock mass quality classification considering the influence of excavation disturbance is proposed. As a result, the surrounding rock classification of high-in-situ stress soft rock tunnels is more reasonable, avoiding the occurrence of a large difference between the rock mass quality classification of high-in-situ stress tunnels and the rock mass exposed at the face.

[0022] The method for grading the quality of excavated disturbed rock mass based on the law of surrounding rock expansion of the present invention, and other advantages, objectives and characteristics of the present invention will be reflected in part through the following description, and in part will also be understood by technicians in this field through research and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Various other advantages and benefits will become apparent to those of ordinary skill in the art by reading the detailed description of the preferred embodiments below. The accompanying drawings are only for the purpose of illustrating the preferred embodiments and are not to be considered as limiting the present specification. Also, the same reference symbols are used throughout the accompanying drawings to represent the same components. In the accompanying drawings:

[0024] Figure 1 A schematic flow chart of a method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion according to an embodiment of the present invention is shown;

[0025] Figure 2 A schematic diagram of a finite element calculation model according to an embodiment of the present invention is shown;

[0026] Figure 3 Shown according to Figure 2 The finite element calculation model shown is a schematic diagram of the tunnel excavation in stages;

[0027] Figure 4 A schematic diagram showing the variation of the axial strain, lateral strain and volume strain of rock with deviatoric stress according to an embodiment of the present invention;

[0028] Figure 5 A schematic diagram showing the distribution range of the subareas affected by the excavation disturbance around the tunnel according to one embodiment of the present invention is shown;

[0029] Figure 6 A schematic diagram showing the zones affected by the tunnel perimeter excavation disturbance according to one embodiment of the present invention;

[0030] Figure 7 A schematic diagram of rock mass quality classification considering disturbance effects under a buried depth of 400 meters according to an embodiment of the present invention is shown;

[0031] Figure 8 A schematic diagram of rock mass quality classification considering disturbance effects under the condition of a buried depth of 800 meters according to an embodiment of the present invention is shown;

[0032] Fig. 9 A schematic diagram of rock mass quality classification considering disturbance effects under a buried depth of 1200 meters according to an embodiment of the present invention is shown;

[0033] Fig.10A schematic diagram of rock mass quality classification considering disturbance effects under the condition of a buried depth of 1600 meters according to an embodiment of the present invention is shown;

[0034] Fig.11 A schematic block diagram of a device for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion according to an embodiment of the present invention is shown; and

[0035] Fig.12 A schematic block diagram of an electronic device according to an embodiment of the present invention is shown. DETAILED DESCRIPTION

[0036] The method for grading the quality of rock mass disturbed by excavation based on the law of surrounding rock expansion provided in the embodiment of the present application, according to the above technical scheme, firstly conducts a triaxial compression test on the rock of the tunnel to obtain the test results, then obtains the distribution law of the surrounding rock mass strain of the tunnel through numerical simulation and determines the partition of the influence of excavation disturbance around the tunnel, and finally proposes the rock mass quality grading considering the influence of excavation disturbance. Thus, the surrounding rock grading of high-in-situ stress soft rock tunnel is more reasonable, avoiding the situation where there is a large difference between the rock mass quality grading of high-in-situ stress tunnel and the rock mass exposed at the face.

[0037] The terms "first", "second", "third", "fourth", etc. (if any) in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the data used in this way can be interchangeable where appropriate, so that the embodiments described herein can be implemented in an order other than that illustrated or described herein. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units that are clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices. The technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all of the embodiments.

[0038] In order to at least partially solve the above technical problems, the present invention proposes a method for grading the quality of excavated disturbed rock mass based on the law of surrounding rock expansion. Figure 1 FIG. 1 is a schematic flow chart of a method 100 for grading the quality of disturbed rock mass due to excavation based on the surrounding rock expansion law according to an embodiment of the present invention. Figure 1 As shown, method 100 may include the following steps.

[0039] Step S110, a triaxial compression test is performed on the rock of the tunnel to obtain the test results on the evolution law of rock strength and volume strain under load. The test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B .

[0040] For example, the elastic modulus, Poisson's ratio, cohesion and friction angle can be obtained through triaxial compression test, and then the test results can be obtained based on the above parameters. The triaxial compression test can be carried out using any existing or future test scheme, which is not limited here. Taking the test object as mudstone and the surrounding rock quality grade as an example, the test results shown in Table 1 can be obtained. Among them, the test results may include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B Etc. Among them, the volume strain ε v A The average value is -0.0038, ε v B It ranges from 0.0035 to -0.0750 with an average of -0.0193.

[0041] serial number Lithology Confining pressure(MPa) Peak stress / MPa <![CDATA[ε v A ]]> <![CDATA[ε v B ]]> 2.5-1 Low strength mudstone 2.5 2.47 -0.0001 -0.0186 2.5-2 Low strength mudstone 2.5 2.91 -0.0041 -0.0135 4.7-1 Low strength mudstone 4.7 3.5 -0.0001 -0.0750 4.7-2 Low strength mudstone 4.7 4.0 -0.0145 -0.0486 10-1 High strength mudstone 10 87.3 0.0055 0.0006 10-2 High strength mudstone 10 93.38 0.0036 -0.0043 30-1 High strength mudstone 30 114.9 0.0069 0.0035 30-2 High strength mudstone 30 131.3 0.0064 / 50-1 High strength mudstone 50 170.7 0.0043 0.0017

[0042] Table 1

[0043] Step S120, based on the tunnel geological data and design parameters, establish a calculation model for tunnel excavation effect analysis. Optionally, the calculation model is a two-dimensional calculation model or a three-dimensional calculation model. It can be understood that the influence of tunnel excavation disturbance on rock mass quality classification belongs to a three-dimensional problem, but it may be restricted by factors such as computer capacity and software computing power. Therefore, a two-dimensional or plane calculation model can be used instead of a complex three-dimensional calculation model. The plastic zone ranges calculated by the two calculation models are different. In this way, the computer capacity can be effectively utilized and its load can be avoided from being exceeded, while the software computing power can be maximized.

[0044] Figure 2 FIG. 2 is a schematic diagram of a calculation model according to an embodiment of the present invention. In a specific embodiment, a user can input tunnel geological data and design parameters using an input device, and construct a calculation model under the constraints of the mechanical parameter values ​​of mudstone shown in Table 2. Figure 2 The calculation model shown in Figure 1 is shown in Figure 2. Figure 2The parameters shown are all tunnel design parameters input by the user. It is understandable that the user can set them differently according to their own needs. Optionally, the calculation model can also be constructed in combination with geological information, and the specific combination method is not limited here.

[0045]

[0046] Table 2

[0047] Step S130: Based on the calculation model and the test results, the tunnel excavation process is simulated to obtain the distribution law of the surrounding rock mass strain around the tunnel and the volume strain ε of each part of the rock around the tunnel considering the influence of the excavation disturbance. v .

[0048] Figure 3 Shown according to Figure 2 The calculation model shown is a schematic diagram of the step-by-step excavation of the tunnel. In this embodiment, the buried depth of the tunnel is 400 meters to 2000 meters, and the lateral pressure coefficient is 1.0-1.6. According to the construction situation, the tunnel excavation process is simulated by data. Specifically, the engineering problem of tunnel excavation can be studied by numerical calculation and image display methods by relying on computers and the like. The specific scheme of data simulation is not limited in this application, and any existing or future technical schemes that can perform data simulation are within the scope of protection of this application. Thus, the distribution law of the strain of the surrounding rock mass of the tunnel can be obtained through data simulation.

[0049] Step S140: calculate the volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance v Volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε v B Numerical comparison is carried out to determine the zones around the tunnel where excavation disturbance is considered and their distribution range.

[0050] Optionally, it is assumed that multiple groups of different surrounding rock basic quality index (BQ) values, burial depths and ground stresses are collected, and data calculation and analysis are performed on them to determine the distribution range of the partitions affected by the typical tunnel perimeter excavation disturbance.

[0051] Optionally, step S140 of determining the distribution range of the partitions affected by the tunnel periphery excavation disturbance may include the following steps: Step S141 of determining the strain ε of each part of the rock under the influence of the tunnel periphery excavation disturbance v The above steps may be implemented by any existing or future technical solution that can determine the strain of various parts of the rock.

[0052] There are three specific cases in step S142:

[0053] Case 1: For ε v ≥ε v B According to the situation, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined to be the first partition d1.

[0054] Case 2: For ε v B >ε v ≥ε v A According to the situation, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined to be the second partition d2.

[0055] Case 3: For ε v <ε v A According to the situation, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined to be the third partition d3.

[0056] Figure 5 FIG. 1 shows a schematic diagram of the distribution range of the subareas affected by the tunnel excavation disturbance according to an embodiment of the present invention. Figure 5 The middle, semicircular shape in the tunnel is regarded as the tunnel excavation section, and the range between the outside of this section and the first circle that spreads outward can be regarded as the first partition, with a thickness of d1. In this range, ε v ≥ε v B It can be understood that within the range of the first partition, it belongs to the severe disturbance area. Similarly, the range between the outside of the first circle and the second circle closest to it can be regarded as the second partition, and its thickness is d2. Among them, the second partition belongs to the strain softening stage. Within this range, ε v B >ε v ≥ε v A Finally, the range between the outside of the second circle and the third circle that spreads outward can be regarded as the third partition, whose thickness is d3. Among them, the third partition belongs to the elastic stage. Within this range, ε v <ε v A It can be understood that the construction disturbance in the third zone and the area that spreads outward relative to the cross section has almost no effect on the rock mass quality classification and can be ignored. R1, R2 and R3 are the radii of the first circle, the second circle and the third circle respectively.

[0057] Figure 6The schematic diagram of the partitioning of the disturbance caused by tunnel excavation around the tunnel according to an embodiment of the present invention is shown. In a specific embodiment, assuming that 125 sets of different BQ values, burial depths and ground stress data are collected, and the calculation and analysis of them show that 96 sets converge, and 29 sets do not converge due to excessive plastic deformation. It can be concluded that Figure 6 The partition diagram shown in Figure 6 In the example, the BQ value is 325, the burial depth is 800 meters, and the lateral pressure coefficient is 1.6. The maximum radius is selected as the basis for the values ​​of d1, d2, and d3.

[0058] In this way, the scope of the zone affected by the excavation disturbance around the tunnel can be accurately determined, providing a strong guarantee for the subsequent accurate calculation of the rock mass quality classification.

[0059] Step S150, based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the excavation effect, the partitions around the tunnel considering the excavation disturbance effect and their distribution ranges, and the distribution law of the surrounding rock mass strain around the tunnel during the excavation process, the rock mass quality classification considering the excavation disturbance effect is determined. The rock mass quality classification under the influence of excavation disturbance can be determined based on the distribution range and distribution law using any existing or future calculation method or data analysis method, which is not limited here.

[0060] According to the above technical scheme, a triaxial compression test is first conducted on the rock of the tunnel to obtain the test results, and then the distribution law of the surrounding rock mass strain of the tunnel is obtained through numerical simulation and the zoning of the influence of excavation disturbance around the tunnel is determined, and finally the rock mass quality classification considering the influence of excavation disturbance is proposed. As a result, the surrounding rock classification of high-in-situ stress soft rock tunnels is more reasonable, avoiding the occurrence of a large difference between the rock mass quality classification of high-in-situ stress tunnels and the rock mass exposed at the face.

[0061] Optionally, step S110 of performing a triaxial compression test on typical rocks of the tunnel to obtain the test results may include the following steps.

[0062] Step S111, determining the test confining pressure of the triaxial compression test according to the on-site ground stress of the tunnel.

[0063] Exemplarily, the stress value can be calculated by measuring the change in physical quantities such as displacement and strain caused by stress changes, and then back-calculating the stress value based on a certain assumption. For example, any method that can measure the magnitude of on-site ground stress, such as a core-based method or a borehole-based method, is applicable to this solution. After measuring the magnitude of the on-site ground stress, the test confining pressure of the triaxial compression test is determined according to the value range of the on-site ground stress. The specific relationship between the two is not limited here.

[0064] Step S112, during the test, record the variation of the rock strength, axial strain, lateral strain and volume strain with the deviator stress to obtain the test results. Figure 4 A schematic diagram of the variation of the axial strain, lateral strain and volume strain of the rock with the deviator stress according to an embodiment of the present invention is shown. Among them, the horizontal axis is strain and the vertical axis is deviator stress. It can be understood that as the triaxial compression test is carried out, the variation of the axial strain, lateral strain and volume strain with the deviator stress can be recorded synchronously. Referring to Table 1 again, it can be seen that when the peak stress is 2.47, 2.91, 3.5 and 4.0 respectively, the corresponding rock strength is low strength. When the peak stress is 87.3, 93.38, 114.9, 131.3 and 170.7, the corresponding rock strength is high strength. In one embodiment, it can be determined based on the recording conditions such as Figure 5 The axial strain ε1, lateral strain ε2 and volume strain ε of the rock are shown. V Variation law with deviatoric stress.

[0065] Therefore, the rationality and accuracy of the test results are effectively guaranteed, providing a strong guarantee for the subsequent determination of rock mass quality classification.

[0066] Optionally, step S150 may include determining the rock mass quality classification considering the influence of excavation disturbance based on the distribution range and the distribution law: obtaining the rock mass quality grade Q before the excavation disturbance around the tunnel, and combining it with the distribution law to determine the rock mass quality grade Q under the influence of excavation disturbance. D =(1-D)Q, where D is the disturbance coefficient.

[0067] Specifically, the disturbance coefficient of the mudstone formation can be determined in the following manner: when the distribution range of the subarea affected by the excavation disturbance around the tunnel is the first subarea, the disturbance coefficient D is determined as follows: Ⅰ is 0.5; for the case where the distribution range of the partition affected by the excavation disturbance around the tunnel is the second partition, determine the disturbance coefficient D Ⅱ is 0.25; for the case where the distribution range of the partition affected by the excavation disturbance around the tunnel is the third partition, determine the disturbance coefficient D Ⅲ is 0. As mentioned above, the first zone belongs to the severely disturbed area, so its disturbance coefficient can be set to 0.5. The disturbance impact of the second zone is less than that of the first zone, so its disturbance coefficient is less than that of the first zone, preferably, it can be set to 0.25. For the third zone, its construction disturbance has almost no effect on the rock mass quality classification and can be ignored, so its corresponding disturbance coefficient can be set to 0.

[0068] Therefore, the disturbance coefficient can be reasonably set according to the partition situation to ensure the accuracy of the classification results.

[0069] Optionally, determining the rock mass quality classification considering the influence of excavation disturbance includes: determining the rock mass quality classification under the influence of excavation disturbance using the following formula: It is not difficult to see from the formula that the influence of different partition ranges and different disturbance coefficients on the rock mass quality classification results is taken into account. Through this formula, a more reasonable and accurate rock mass quality classification result can be calculated, making the surrounding rock classification of high ground stress soft rock tunnels more reasonable. Figure 7-10 Schematic diagrams of rock mass quality classification considering disturbance effects at burial depths of 400 meters, 800 meters, 1200 meters, and 1600 meters are shown respectively according to an embodiment of the present invention. Figure 7-10 In the figure, the horizontal axis is the surrounding rock grade and the vertical axis is the lateral pressure coefficient. Figure 7-10 It is not difficult to see that the disturbance effect of tunnel excavation has a great influence on the quality of the rock mass. When the BQ value of the original rock is less than 300, the surrounding rock registration may be reduced to Grade V under the influence of the excavation disturbance effect.

[0070] According to the second aspect of the present invention, a device for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion is also proposed. Fig.11 FIG. 1 is a schematic block diagram of a device 1100 for grading the quality of disturbed rock mass by excavation based on the surrounding rock expansion law according to an embodiment of the present invention. Fig.11 As shown, the apparatus 1100 may include: a test module 1110 , a model building module 1120 , a simulation module 1130 , a range determination module 1140 , and a grade determination module 1150 .

[0071] The test module 1110 is used to perform triaxial compression tests on the rock of the tunnel to obtain test results on the evolution law of rock strength and volume strain under load. The test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B .

[0072] The model building module 1120 is used to establish a tunnel excavation effect analysis and calculation model based on tunnel geological data and design parameters.

[0073] The simulation module 1130 is used to perform data simulation on the tunnel excavation process based on the calculation model and the test results to obtain the distribution law of the strain of the surrounding rock mass around the tunnel.

[0074] The range determination module 1140 is used to calculate the volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance v Volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε vB Numerical comparison is carried out to determine the zones around the tunnel where excavation disturbance is considered and their distribution range.

[0075] The classification determination module 1150 is used to determine the rock mass quality classification considering the influence of excavation disturbance based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the influence of excavation, the partitions around the tunnel considering the influence of excavation disturbance and their distribution range.

[0076] According to a third aspect of the present invention, an electronic device is also provided. Fig.12 FIG. 1 shows a schematic block diagram of an electronic device 1200 according to an embodiment of the present invention. Fig.12 As shown, it includes a processor 1210 and a memory 1220, wherein the memory 1220 stores computer program instructions, and when the computer program instructions are run by the processor 1210, they are used to execute the above-mentioned method for grading the quality of excavation disturbed rock mass based on the surrounding rock expansion law.

[0077] In a fourth aspect, a storage medium is also proposed, on which program instructions are stored, and the program instructions are used to execute the above-mentioned method for grading the quality of the excavated disturbed rock mass based on the surrounding rock expansion law when running. The storage medium may include, for example, a storage component of a tablet computer, a hard disk of a computer, a read-only memory (ROM), an erasable programmable read-only memory (EPROM), a portable compact disk read-only memory (CD-ROM), a USB memory, or any combination of the above storage media. The computer-readable storage medium may be any combination of one or more computer-readable storage media.

[0078] A person skilled in the art may understand the specific details and beneficial effects of the device for grading the quality of excavated disturbed rock mass based on the law of surrounding rock expansion, the electronic device and the storage medium by reading the above description of the method for grading the quality of excavated disturbed rock mass based on the law of surrounding rock expansion, and will not be elaborated here for the sake of brevity.

[0079] In the several embodiments provided in the present application, it should be understood that the disclosed device can be implemented in other ways. For example, the device embodiments described above are only schematic, for example, the division of units is only a logical function division, and 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. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be through some interfaces, indirect coupling or communication connection of devices or units, which can be electrical, mechanical or other forms.

[0080] The units described as separate components may or may not be physically separated, and the components shown as units may or may not be physical units, that is, they may be located in one place or distributed on multiple network units. Some or all of the units may be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0081] In addition, each functional unit in each embodiment of the present application 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.

[0082] 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 application 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 to enable a computer device (which can be a personal computer, a server, or a network device, etc.) to perform all or part of the steps of the various embodiments of the present application. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (Read-Only Memory, ROM), random access memory (Random Access Memory, RAM), disk or optical disk and other media that can store program codes.

[0083] The above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some of the technical features therein by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A method for grading the quality of excavation disturbed rock mass based on the law of surrounding rock expansion, characterized in that: include: A triaxial compression test is performed on the rock of the tunnel to obtain the test results on the evolution law of rock strength and volume strain under load. The test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B ; According to the tunnel geological data and design parameters, a calculation model for analyzing the disturbance effect of tunnel excavation is established; Based on the calculation model and the test results, the tunnel excavation process is simulated to obtain the surrounding rock strain ε v The distribution law of The volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance is taken into account v The volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε v B Conduct numerical comparison to determine the zones around the tunnel that are affected by excavation disturbance and their distribution range; The rock mass quality classification considering the influence of excavation disturbance is determined based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the influence of excavation, the partitions around the tunnel considering the influence of excavation disturbance and their distribution range.

2. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion as claimed in claim 1, characterized in that: The triaxial compression test is performed on the rock of the tunnel to obtain test results, including: Determining the test confining pressure of the triaxial compression test according to the on-site ground stress of the tunnel; During the test, the variation patterns of rock strength, axial strain, lateral strain and volume strain along with deviatoric stress are recorded to obtain the test results.

3. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion as claimed in claim 2, characterized in that: The calculation model is a two-dimensional calculation model or a three-dimensional calculation model.

4. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion according to any one of claims 1 to 3, characterized in that: The determination of the zones around the tunnel to be affected by excavation disturbance and their distribution ranges includes: For ε v ≥ε v B In the case of tunnel excavation, the distribution range of the sub-area affected by the disturbance is determined as the first sub-area d1; For ε v B >ε v ≥ε v A In the case of tunnel excavation, the distribution range of the subarea affected by the disturbance is determined as the second subarea d2; For ε v <ε v A According to the situation, the distribution range of the partition affected by the excavation disturbance around the tunnel is determined to be the third partition d3.

5. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion as claimed in claim 4, characterized in that: The determination of rock mass quality classification considering the influence of excavation disturbance includes: Obtain the rock mass quality grade Q before the excavation disturbance around the tunnel, and combine it with the distribution law to determine the rock mass quality grade Q under the influence of the excavation disturbance D =(1-D)Q, where D is the disturbance coefficient considering the influence of excavation.

6. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion as claimed in claim 5, characterized in that: The disturbance coefficient is determined according to the following method: For the case where the distribution range of the partition affected by the excavation disturbance around the tunnel is the first partition, determine the disturbance coefficient D Ⅰ The value range of is 0.5~1.0; For the case where the distribution range of the partition affected by the excavation disturbance around the tunnel is the second partition, determine the disturbance coefficient D Ⅱ The value range of is 0.25~0.5; For the case where the distribution range of the partition affected by the tunnel excavation disturbance is the third partition, the disturbance coefficient D is determined. Ⅲ is 0.

7. The method for grading the quality of disturbed rock mass due to excavation based on the law of surrounding rock expansion as claimed in claim 6, characterized in that: The determining of the rock mass quality classification considering the influence of excavation disturbance comprises: determining the rock mass quality classification considering the influence of excavation disturbance using the following formula:

8. A device for grading the quality of excavated disturbed rock mass based on the law of surrounding rock expansion, characterized in that: include: The test module is used to perform triaxial compression tests on the rock of the tunnel to obtain test results on the evolution law of rock strength and volume strain under load. The test results include: the volume strain ε corresponding to the rock peak point v A and the residual stress corresponding point ε v B ; Model building module, used to build a tunnel excavation effect analysis and calculation model based on tunnel geological data and design parameters; A simulation module is used to simulate the tunnel excavation process based on the calculation model and the test results to obtain the surrounding rock strain ε around the tunnel. v The distribution law of The scope determination module is used to calculate the volume strain ε of each part of the rock around the tunnel under the influence of excavation disturbance v The volume strain ε corresponding to the rock peak point v A And the residual stress corresponding point ε v B Conduct numerical comparison to determine the zones around the tunnel that are affected by excavation disturbance and their distribution range; The classification determination module is used to determine the rock mass quality classification considering the influence of excavation disturbance based on the rock mass quality grade before excavation disturbance around the tunnel, the disturbance coefficient considering the influence of excavation, the partitions around the tunnel considering the influence of excavation disturbance and their distribution range.

9. An electronic device, characterized in that: It comprises a processor and a memory, wherein the memory stores computer program instructions, and the computer program instructions are used by the processor to execute the method for grading the quality of excavated disturbed rock mass based on the surrounding rock expansion law as described in any one of claims 1 to 7 when the processor is running.

10. A storage medium having program instructions stored thereon, wherein the program instructions are used to execute the method for grading the quality of excavation disturbed rock mass based on the surrounding rock expansion law as claimed in any one of claims 1 to 7 when running.

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