Tunnel deformation grade prediction method, system and equipment for expansive mudstone and medium

Abstract

The invention discloses a tunnel deformation grade prediction method, system and device for expansive mudstone and a medium, and relates to the technical field of tunnel deformation prediction, and the method comprises the steps: obtaining a plurality of evaluation indexes of a to-be-detected tunnel; calculating the membership degree of each evaluation index to each deformation level by using the plurality of evaluation indexes and the threshold value of each deformation level, calculating the contribution degree of each evaluation index to each deformation level, and calculating the comprehensive category coefficient of each deformation level; traversing each comprehensive category coefficient, and determining the deformation grade with the maximum numerical value in the plurality of comprehensive category coefficients as the target prediction grade of the tunnel to be detected; deformation grading of the expansible mudstone tunnel is achieved, so that related workers can know the expansibility index of the expansible mudstone tunnel, and follow-up work can be arranged, regulated and controlled conveniently. Meanwhile, on the basis of multi-index combined judgment, the influence weight of each independent index is calculated, misjudgment can be well avoided, and the method better conforms to the actual situation.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel deformation prediction, and more specifically, to a method, system, equipment and medium for predicting tunnel deformation grade of expansive mudstone. Background Art

[0002] Swelling mudstone is widely distributed throughout the world. In my country, there are more than 20 provinces in Southwest, South-Central, East China, North China, Northwest and Northeast China with expansive rock and soil. With the rapid development of various infrastructure construction, railway projects, highway projects, subway projects, inter-basin water diversion projects, oil and gas transportation projects, etc., a large number of cavern stability and disease problems have occurred during the construction and operation of expansive mudstone tunnels, which has brought great difficulties to project quality, progress control and operation management.

[0003] At present, there are many research methods for distinguishing the swelling properties of mudstone at home and abroad, and the research conclusions vary greatly. There is no unified qualitative and quantitative standard, and there is a lack of overall consideration of the microstructural characteristics, strength characteristics and engineering characteristics of the mudstone itself. At the same time, most of the current calculations of the surrounding rock pressure of swelling mudstone are based on viscoelastic theory and are still in the theoretical derivation stage, which is still a certain distance away from actual engineering application. Summary of the invention

[0004] The purpose of the present invention is to provide a method, system, device and medium for predicting tunnel deformation grade of expansive mudstone, so as to solve the problems existing in the above-mentioned background technology.

[0005] The above technical objectives of the present invention are achieved through the following technical solutions: In a first aspect, the present application provides a method for predicting tunnel deformation grade of expansive mudstone, comprising the following specific steps: Determine the grading index of the tunnel to be tested, and obtain multiple evaluation indicators corresponding to the grading index in the tunnel to be tested based on the preset pre-grading number of deformation grades and the threshold value of each grade; Using multiple evaluation indicators and thresholds of each deformation level, the degree of membership of each evaluation indicator to each deformation level is calculated; Based on the number of evaluation indicators and the degree of membership of each evaluation indicator to each deformation level, the contribution of each evaluation indicator to each deformation level is calculated; Based on the degree of membership of each evaluation index to each deformation level and the degree of contribution of each evaluation index to each deformation level, the comprehensive category coefficient of each deformation level is calculated; Each comprehensive category coefficient is traversed, and the deformation level with the largest value among multiple comprehensive category coefficients is determined as the target prediction level of the tunnel to be tested.

[0006] Based on the above technical solution, the present invention can also be improved as follows.

[0007] Furthermore, the degree of membership of each of the above evaluation indicators to each deformation level is as follows: ,in: ; In the formula, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, x Indicates one of the evaluation indicators x The test value of Indicates i- 1 threshold for deformation level, Indicates i+2 The threshold of deformation level, Indicates i The threshold of deformation level, Represents an intermediate variable.

[0008] Furthermore, the contribution of each of the above evaluation indicators to each deformation level is as follows: ; In the formula, Indicates j Deformation level i The degree of contribution Indicates j The deformation level is calculated by the evaluation index i The limit value of the membership degree of each evaluation index is calculated by calculating the membership degree of each deformation level. n Indicates the number of evaluation indicators.

[0009] Furthermore, the comprehensive category coefficients of the above deformation levels are specifically: ; In the formula, Indicates the tunnel to be tested i The comprehensive category coefficient of the deformation level, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, Indicates j Deformation level i The degree of contribution n Indicates the number of evaluation indicators.

[0010] Furthermore, the above also includes: When the target prediction level is medium expansive soil or strong expansive soil, the predicted surrounding rock pressure is calculated based on the tunnel surrounding rock pressure prediction method of expansive mudstone, and the deformation level includes medium expansive soil and strong expansive soil; The inner wall of the tunnel to be tested is supported based on the predicted surrounding rock pressure, which includes the tunnel crown pressure, the lateral horizontal pressure on the upper part of the tunnel, and the lateral horizontal pressure on the bottom of the tunnel. The tunnel crown pressure is specifically: ,in: ; In the formula, represents the tunnel crown pressure, represents the natural arch width, Indicates the width of the tunnel to be measured, represents the height of the tunnel to be measured, Indicates the weight of surrounding rock. It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

[0011] Furthermore, the lateral horizontal pressure on the upper part of the tunnel is specifically: ; In the formula, Indicates the lateral horizontal pressure on the upper part of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

[0012] Furthermore, the lateral horizontal pressure at the bottom of the tunnel is specifically: ; In the formula, Indicates the lateral horizontal pressure at the bottom of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion, Indicates the weight of surrounding rock. Indicates the height of the tunnel to be measured.

[0013] In a second aspect, the present application provides a tunnel deformation grade prediction system for expansive mudstone, which is applied to the tunnel deformation grade prediction method for expansive mudstone according to any one of the first aspects, comprising: The first module is used to determine the grading index of the tunnel to be tested, and obtain multiple evaluation indicators corresponding to the grading index in the tunnel to be tested based on the pre-grading number of deformation levels and the threshold of each level; The second module is used to calculate the membership degree of each evaluation indicator to each deformation level by using multiple evaluation indicators and threshold values ​​of each deformation level; The third module is used to calculate the contribution degree of each evaluation indicator to each deformation level based on the number of evaluation indicators and the degree of membership of each evaluation indicator to each deformation level; The fourth module is used to calculate the comprehensive category coefficient of each deformation level based on the degree of membership of each evaluation indicator to each deformation level and the contribution degree of each evaluation indicator to each deformation level; The fifth module is used to traverse various comprehensive category coefficients and determine the deformation level with the largest value among multiple comprehensive category coefficients as the target prediction level of the tunnel to be tested.

[0014] In a third aspect, the present application provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor implements any one of the methods in the first aspect when executing the computer program.

[0015] In a fourth aspect, the present application provides a non-transitory computer-readable storage medium, which stores computer instructions, and the computer instructions enable a computer to execute any one of the methods in the first aspect.

[0016] Compared with the prior art, the present invention has at least the following beneficial effects: In this application, first, according to the determined classification index and the pre-set number of deformation levels and the threshold of each level, the evaluation index corresponding to the determined classification index is obtained, and the classification index represents multiple indicators that cause tunnel deformation in the expansive mudstone, such as the side limit constraint expansion rate, and the evaluation index represents the value obtained by each indicator in the classification index, such as the side limit constraint expansion rate is 2.0%; secondly, the degree of membership of each evaluation index to each deformation level is calculated, and the contribution of each evaluation index to each deformation level is calculated, and then the comprehensive category coefficient of each deformation level is calculated; finally, each comprehensive category coefficient is traversed, and the deformation level with the largest value in multiple comprehensive category coefficients is determined as the target prediction level of the tunnel to be tested, so as to complete the deformation classification of the expansive mudstone tunnel, so that the relevant staff can understand the expansive index of the expansive mudstone tunnel, which is convenient for arranging and regulating the subsequent work. At the same time, based on the joint judgment of multiple indicators, and the influence weight of each independent indicator is calculated respectively, the expansion level of the mudstone tunnel is finally graded and judged, which can better avoid misjudgment and be more in line with the actual situation.

[0017] In the present application, since the surrounding rock will be damaged when the expansion pressure reaches a certain level, when it is identified that the expansion level of the tunnel to be tested is high, the corresponding predicted surrounding rock pressure is calculated, and the corresponding inner wall support is performed based on the predicted surrounding rock pressure to avoid the occurrence of safety accidents caused by the damage to the tunnel surrounding rock. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings: Figure 1 A method flow chart of a prediction method in an embodiment of the present invention; Figure 2 A connection diagram of a prediction system in an embodiment of the present invention; Figure 3 Schematic diagram of the connection of electronic equipment in an embodiment of the present invention. DETAILED DESCRIPTION

[0019] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Generally, the components of the embodiments of the present invention described and shown in the drawings here can be arranged and designed in various different configurations.

[0020] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention claimed for protection, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0021] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, further definition and explanation thereof is not required in subsequent drawings.

[0022] In the description of the embodiments of the present invention, "plurality" means at least 2.

[0023] Example 1: In order to solve the problem that there are many research methods for distinguishing the swelling property of mudstone at home and abroad, and the research conclusions are also very different, there is no unified qualitative and quantitative standard, resulting in a lack of overall consideration of the microstructural characteristics, strength characteristics and engineering characteristics of the mudstone itself, this example provides a method for predicting the tunnel deformation grade of swelling mudstone, such as Figure 1 As shown, the specific steps include: S1, determining a grading index of the tunnel to be tested, and obtaining a plurality of evaluation indexes corresponding to the grading index in the tunnel to be tested based on a preset pre-grading number of deformation grades and a threshold value of each grade.

[0024] Among them, the grading indicators of the tunnel to be tested can include five indicators: lateral constraint expansion rate, free expansion rate, dry saturated water absorption rate, ultimate expansion force and hydrophilic mineral component content. Of course, the multiple evaluation indicators obtained are the values ​​of these five indicators; at the same time, the deformation level can also be divided into four levels, such as "non-expansive soil", "weakly expansive soil", "medium expansive soil" and "strongly expansive soil".

[0025] Specifically, the threshold values ​​of each indicator in each grade can be: in the non-expansive soil grade, the lateral confinement expansion rate is less than 0.7%, the free expansion rate is less than 30%, the dry saturated water absorption rate is less than 10%, the ultimate expansion force is less than 100 kpa, and the hydrophilic mineral component content is less than 10%; in the weak expansive soil grade, the lateral confinement expansion rate ranges from 0.7% to 2.0%, the free expansion rate ranges from 30% to 50%, the dry saturated water absorption rate ranges from 10% to 30%, the ultimate expansion force ranges from 100 kpa to 300 kpa, and the hydrophilic mineral component content ranges from 10% to 30%; in the medium expansive soil grade, the lateral confinement expansion rate ranges from 2% to 4%, the free expansion rate ranges from 50% to 70%, the dry saturated water absorption rate ranges from 30% to 50%, the ultimate expansion force ranges from 300 kpa to 500 kpa. kpa, and the range of hydrophilic mineral content is 30%-60%; in the grade of strong expansive soil, the lateral restrained expansion rate is greater than 4%, the free expansion rate is greater than 70%, the dry saturated water absorption rate is greater than 50%, the ultimate expansion force is greater than 500kpa, and the hydrophilic mineral content is greater than 60%; thus, each deformation grade and the threshold (range) of each grade for each indicator are determined.

[0026] S2, using multiple evaluation indicators and thresholds of each deformation level, calculating the membership degree of each evaluation indicator to each deformation level.

[0027] Among them, when calculating the degree of membership, the thresholds for each level can be unified according to the above indicators, that is, the range of each indicator can be unified, that is, the range of the lateral constraint expansion rate can be 0-100, the range of the free expansion rate can be 0-100, the range of the dry saturated water absorption rate can be 0-100, the range of the ultimate expansion force can be 0-100, and the range of the hydrophilic mineral component content can be 0-100. After normalization, the range of each deformation level is specifically: In the non-expansive soil grade, the lateral confinement expansion rate is less than 17.5%, the free expansion rate is less than 43%, the dry saturated water absorption rate is less than 20%, the ultimate expansion force is less than 20kpa, and the hydrophilic mineral component content is less than 16.7%; in the weak expansive soil grade, the lateral confinement expansion rate ranges from 17.5% to 50%, the free expansion rate ranges from 43% to 71%, the dry saturated water absorption rate ranges from 20% to 60%, the ultimate expansion force ranges from 20 kpa to 60 kpa, and the hydrophilic mineral component content ranges from 16.7% to 50%; in the medium expansive soil grade, the lateral confinement expansion rate ranges from 50% to 100%, the free expansion rate ranges from 71% to 100%, the dry saturated water absorption rate ranges from 60% to 100%, and the ultimate expansion force ranges from 60kpa to 100 kpa and the content of hydrophilic mineral components range from 50% to 100%; in the grade of strong expansive soil, the corresponding values ​​of the lateral restrained expansion rate, free expansion rate, dry saturated water absorption rate, ultimate expansion force and hydrophilic mineral content are all greater than 100.

[0028] It should be noted that each evaluation index of the tunnel to be tested actually obtained also needs to be converted into a corresponding value, and then the degree of membership of each evaluation index to each deformation level is calculated.

[0029] Optionally, the degree of membership of each of the above evaluation indicators to each deformation level is specifically: ,in: ; In the formula, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, x Indicates one of the evaluation indicators x The test value of Indicates i- 1 threshold for deformation level, Indicates i+2 The threshold of deformation level, Indicates i The threshold of deformation level, Represents an intermediate variable.

[0030] S3, based on the number of evaluation indicators and the degree of membership of each evaluation indicator to each deformation level, the contribution degree of each evaluation indicator to each deformation level is calculated.

[0031] Optionally, the contribution of each of the above evaluation indicators to each deformation level is as follows: ; In the formula, Indicates j Deformation level i The degree of contribution Indicates j The deformation level is calculated by the evaluation index i The limit value of the membership degree of each evaluation index is calculated by calculating the membership degree of each deformation level. n Indicates the number of evaluation indicators.

[0032] S4, based on the degree of membership of each evaluation index to each deformation level and the degree of contribution of each evaluation index to each deformation level, the comprehensive category coefficient of each deformation level is calculated.

[0033] Optionally, the comprehensive category coefficients of the above deformation levels are: ; In the formula, Indicates the tunnel to be tested i The comprehensive category coefficient of the deformation level, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, Indicates j Deformation level i The degree of contribution n Indicates the number of evaluation indicators.

[0034] Specifically, in the above embodiment, the deformation level is 4 levels, and the grading index is 5 influencing indexes; after calculating the degree of membership of each evaluation index to each deformation level and the degree of contribution of each evaluation index to each deformation level, the comprehensive category coefficient can be calculated; for example, the calculated degree of membership of each evaluation index to each deformation level and the degree of contribution of each evaluation index to each deformation level are respectively expressed in matrices as follows: , .

[0035] Furthermore, multiplying the above two matrices can obtain 56.57, 46.96, 61.64, and 56.56, and the deformation levels corresponding to these four values ​​are "non-expansive soil", "weakly expansive soil", "medium expansive soil", and "strongly expansive soil", respectively.

[0036] S5, traversing each comprehensive category coefficient, and determining the deformation level with the largest value among the multiple comprehensive category coefficients as the target prediction level of the tunnel to be tested.

[0037] Specifically, the comprehensive category coefficients obtained from the above example are 56.57, 46.96, 61.64, and 56.56, that is, non-expansive soil is 56.57, weakly expansive soil is 46.96, medium expansive soil is 61.64, and strongly expansive soil is 56.56. The largest value is 61.64 for medium expansive soil, indicating that the target prediction level of the tunnel to be tested is medium expansive soil.

[0038] Optionally, the above also includes: S51, when the target prediction level is medium expansive soil or strong expansive soil, the tunnel surrounding rock pressure prediction method based on expansive mudstone calculates the surrounding rock prediction pressure, and the deformation levels include medium expansive soil and strong expansive soil.

[0039] S52, supporting the inner wall of the tunnel to be tested based on the predicted surrounding rock pressure, the predicted surrounding rock pressure includes the tunnel crown pressure, the lateral horizontal pressure on the upper part of the tunnel and the lateral horizontal pressure on the bottom of the tunnel; wherein the tunnel crown pressure is specifically: ,in: ; In the formula, represents the tunnel crown pressure, represents the natural arch width, Indicates the width of the tunnel to be measured, represents the height of the tunnel to be measured, Indicates the weight of surrounding rock. It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

[0040] Among them, since when the expansion pressure reaches a certain level, it will cause damage to the surrounding rock, when it is identified that the expansion level of the tunnel to be tested is high, the corresponding surrounding rock predicted pressure is calculated, and the corresponding inner wall support is performed based on the surrounding rock predicted pressure to avoid the occurrence of safety accidents caused by the forced replacement of the tunnel surrounding rock.

[0041] Optionally, the above-mentioned lateral horizontal pressure on the upper part of the tunnel is specifically: ; In the formula, Indicates the lateral horizontal pressure on the upper part of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

[0042] Optionally, the above-mentioned lateral horizontal pressure at the bottom of the tunnel is specifically: ; In the formula, Indicates the lateral horizontal pressure at the bottom of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion, Indicates the weight of surrounding rock. Indicates the height of the tunnel to be measured.

[0043] Embodiment 2: The present embodiment provides a tunnel deformation grade prediction system for swelling mudstone, which is applied to the tunnel deformation grade prediction method for swelling mudstone in any one of Embodiment 1, such as Figure 2 As shown, including: The first module is used to determine the grading index of the tunnel to be tested, and based on the pre-grading number of deformation levels and the threshold of each level, obtain multiple evaluation indicators corresponding to the grading index in the tunnel to be tested.

[0044] The second module is used to calculate the membership degree of each evaluation indicator to each deformation level by using multiple evaluation indicators and threshold values ​​of each deformation level.

[0045] The third module is used to calculate the contribution degree of each evaluation indicator to each deformation level based on the number of evaluation indicators and the degree of membership of each evaluation indicator to each deformation level.

[0046] The fourth module is used to calculate the comprehensive category coefficient of each deformation level based on the degree of membership of each evaluation indicator to each deformation level and the degree of contribution of each evaluation indicator to each deformation level.

[0047] The fifth module is used to traverse various comprehensive category coefficients and determine the deformation level with the largest value among multiple comprehensive category coefficients as the target prediction level of the tunnel to be tested.

[0048] Embodiment 3: This embodiment of the present application provides an electronic device, such as Figure 3As shown, it includes a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, any method in Embodiment 1 is implemented.

[0049] Embodiment 4: The embodiment of the present application provides a non-transitory computer-readable storage medium, which stores computer instructions, and the computer instructions enable a computer to execute any method in Embodiment 1.

[0050] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for predicting tunnel deformation grade of expansive mudstone, characterized in that: The specific steps include: Determine the grading index of the tunnel to be tested, and obtain multiple evaluation indicators corresponding to the grading index in the tunnel to be tested based on the preset pre-grading number of deformation grades and the threshold value of each grade; Using the plurality of evaluation indicators and threshold values ​​of each deformation level, the membership degree of each evaluation indicator to each deformation level is calculated; Based on the number of the evaluation indicators and the degree of membership of each evaluation indicator to each deformation level, the contribution degree of each evaluation indicator to each deformation level is calculated; Based on the membership degree of each evaluation index to each deformation level and the contribution degree of each evaluation index to each deformation level, a comprehensive category coefficient of each deformation level is calculated; Each of the comprehensive category coefficients is traversed, and the deformation level with the largest value among the multiple comprehensive category coefficients is determined as the target prediction level of the tunnel to be tested.

2. The tunnel deformation grade prediction method of expansive mudstone according to claim 1, characterized in that: The degree of membership of each evaluation index to each deformation level is specifically: ,in: ; In the formula, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, x Indicates one of the evaluation indicators x The test value of Indicates i- 1 threshold for deformation level, Indicates i+2 The threshold of deformation level, Indicates i The threshold of deformation level, Represents an intermediate variable.

3. The tunnel deformation grade prediction method of expansive mudstone according to claim 2, characterized in that: The contribution degree of each evaluation index to each deformation level is specifically: ； In the formula, Indicates j Deformation level i The degree of contribution Indicates j The deformation level is calculated by the evaluation index i The limit value of the degree of membership is obtained by calculating the degree of membership of each evaluation index to each deformation level. n Indicates the number of evaluation indicators.

4. The tunnel deformation grade prediction method of expansive mudstone according to claim 3, characterized in that: The comprehensive category coefficients of each deformation level are specifically: ； In the formula, Indicates the tunnel to be tested i The comprehensive category coefficient of the deformation level, Indicates j Evaluation indicators x Deformation level i The degree of affiliation, Indicates j Deformation level i The degree of contribution n Indicates the number of evaluation indicators.

5. The method for predicting tunnel deformation grade of expansive mudstone according to any one of claims 1 to 4, characterized in that: Also includes: When the target prediction level is medium expansive soil or strong expansive soil, the predicted surrounding rock pressure is calculated based on the tunnel surrounding rock pressure prediction method of expansive mudstone, and the deformation level includes medium expansive soil and strong expansive soil; The inner wall of the tunnel to be tested is supported based on the predicted surrounding rock pressure, wherein the predicted surrounding rock pressure includes the tunnel crown pressure, the lateral horizontal pressure on the upper part of the tunnel, and the lateral horizontal pressure on the bottom of the tunnel; wherein the tunnel crown pressure is specifically: ,in: ; In the formula, represents the tunnel crown pressure, represents the natural arch width, Indicates the width of the tunnel to be measured, represents the height of the tunnel to be measured, Indicates the weight of surrounding rock. It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

6. The tunnel deformation grade prediction method of expansive mudstone according to claim 5, characterized in that: The lateral horizontal pressure on the upper part of the tunnel is specifically: ； In the formula, Indicates the lateral horizontal pressure on the upper part of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion.

7. The method for predicting tunnel deformation grade of expansive mudstone according to claim 5, characterized in that: The lateral horizontal pressure at the bottom of the tunnel is specifically: ； In the formula, Indicates the lateral horizontal pressure at the bottom of the tunnel, represents the tunnel crown pressure, It represents the internal friction angle of the surrounding rock. represents the additional pressure coefficient of surrounding rock expansion, and ,when When the surrounding rock does not expand, When , the surrounding rock expansion pressure is the maximum value. Indicates the pressure of surrounding rock expansion, Indicates the weight of surrounding rock. Indicates the height of the tunnel to be measured.

8. A tunnel deformation grade prediction system for swelling mudstone, applied to the tunnel deformation grade prediction method for swelling mudstone according to any one of claims 1 to 7, characterized in that: include: The first module is used to determine the grading index of the tunnel to be tested, and obtain multiple evaluation indicators corresponding to the grading index in the tunnel to be tested based on the pre-grading number of deformation levels and the threshold of each level; The second module is used to calculate the membership degree of each evaluation indicator to each deformation level by using the plurality of evaluation indicators and the threshold value of each deformation level; A third module is used to calculate the contribution degree of each evaluation indicator to each deformation level based on the number of the evaluation indicators and the degree of membership of each evaluation indicator to each deformation level; The fourth module is used to calculate the comprehensive category coefficient of each deformation level based on the membership degree of each evaluation indicator to each deformation level and the contribution degree of each evaluation indicator to each deformation level; The fifth module is used to traverse each of the comprehensive category coefficients and determine the deformation level with the largest value among the multiple comprehensive category coefficients as the target prediction level of the tunnel to be tested.

9. An electronic device, characterized in that: The method comprises a memory, a processor and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the method for predicting tunnel deformation grade of expansive mudstone described in any one of claims 1 to 7 is implemented.

10. A non-transitory computer-readable storage medium, characterized in that: The non-transitory computer-readable storage medium stores computer instructions, and the computer instructions enable a computer to execute the tunnel deformation grade prediction method for expansive mudstone according to any one of claims 1 to 7.

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