Segmented surrounding rock grade determination method and device for deep-buried high-temperature tunnel

Abstract

The present application relates to the technical field of tunnel engineering, and proposes a sectional surrounding rock grade determination method and device for deep high-geothermal tunnels, which can divide the tunnel into low-temperature sections at the entrance and exit, normal-high-temperature sections in the middle, and high-temperature sections in the middle, according to factors such as tunnel depth, ground temperature, and underground water, by using simple and easy-to-implement calculation formulas and evaluation indexes, and select more suitable surrounding rock grading methods for each section, and make suitable optimization and adjustment to the BQ surrounding rock grading method according to factors such as freeze-thaw cycle, frost heaving force, and high ground temperature, and introduce freeze-thaw damage influence correction coefficients and high ground temperature correction coefficients, so that the surrounding rock grading results are more in line with the actual situation, and are more conducive to the selection of support schemes and construction methods. The method can improve the engineering quality, ensure the safety of on-site construction, save time and cost, and improve efficiency and benefit.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunnel engineering, in particular to a sectional surrounding rock grade determination method and device for deep high-geothermal tunnels. BACKGROUND

[0002] Since the 21st century, with the continuous improvement of tunnel construction technology in China, tunnels have developed in the direction of long, large and deep burial, and high-geothermal characteristics have brought many problems and challenges to tunnel construction. For deep high-geothermal tunnels in cold regions, the surrounding rock is often affected by freeze-thaw cycles to varying degrees due to seasonal changes and temperature changes. The tunnel section at the tunnel portal is in the exchange of heat between the negative temperature environment outside the tunnel and the high-temperature environment inside the tunnel portal. The heat dissipated by the surrounding rock is greater than the heat supplied by the outside atmosphere, and the surrounding rock has a frost heaving force generated by the new frozen soil layer, which causes a large number of cracks in the surrounding rock, forms a water path, and the water freezing and expansion will generate additional frost heaving force on the surrounding rock of the tunnel portal section, which will destroy the structure of the tunnel surrounding rock and cause strength loss and freeze damage. The tunnel body section is often affected by the heat damage problem caused by high geothermal. Generally speaking, when the ground temperature exceeds 30℃, it is called high geothermal. The ground temperature increases with the increase of the burial depth of the tunnel. When the burial depth is greater than 1500m, the ground temperature will increase sharply with the increase of the depth, and the heat damage problem will be more serious. For example, the Gaoligongshan Tunnel has a burial depth of 1155m, and the highest measured underground water temperature can reach 102℃. The weakening of the mechanical properties of the surrounding rock and the change of the groundwater occurrence conditions caused by high geothermal will further affect the stability of the surrounding rock, worsen the construction environment, seriously damage the performance of the lining structure, and threaten the safety of construction personnel.

[0003] At present, the surrounding rock classification method for deep high-geothermal tunnels mainly uses traditional methods such as BQ method or RMR method. The BQ method is to calculate a basic rock mass quality value BQ according to the uniaxial saturated compressive strength of the rock mass and the rock mass integrity index, and to correct the BQ value according to different engineering conditions. The RMR method is to calculate a rock mass quality comprehensive characteristic value RMR according to five parameter values such as rock mass strength, RQD value, joint spacing, joint condition and groundwater. However, these methods do not fully consider the multi-field coupling effect on the surrounding rock under deep high-geothermal environment and the difference in surrounding rock characteristics in different sections, and therefore have certain limitations and inadaptability.

[0004] In order to better reflect the characteristics and stability of the surrounding rock of deep high-geothermal tunnels, it is urgent to provide a sectional surrounding rock grade determination method and device. SUMMARY

[0005] The purpose of the present application is to provide a sectional surrounding rock grade determination method and device for deep high-geothermal tunnels, which solves the problem that the existing surrounding rock classification method cannot fully consider the multi-field coupling effect on the surrounding rock under deep high-geothermal environment and the difference in surrounding rock characteristics in different sections, resulting in inaccurate surrounding rock classification results.

[0006] To achieve the above object, the technical scheme adopted by the present application is:

[0007] The sectional surrounding rock grade determination method for deep-buried high-geothermal tunnel, the method comprises:

[0008] The tunnel section is divided into an entrance anti-freezing section, a middle normal-temperature section, a middle high-temperature section and an exit anti-freezing section;

[0009] For the entrance anti-freezing section and the exit anti-freezing section, the BQ surrounding rock grading method with the introduction of freeze-thaw damage influence correction coefficient is adopted to determine the surrounding rock grade;

[0010] For the middle normal-temperature section, the BQ surrounding rock grading method is adopted to determine the surrounding rock grade;

[0011] For the middle high-temperature section, the BQ surrounding rock grading method with the introduction of high-geothermal correction coefficient is adopted to determine the surrounding rock grade;

[0012] The overall surrounding rock grade of the tunnel is determined by comprehensively considering the surrounding rock grading results of each section.

[0013] Further, the tunnel section is divided into an entrance anti-freezing section, a middle normal-temperature section, a middle high-temperature section and an exit anti-freezing section, specifically comprising:

[0014] The length of the entrance anti-freezing section, the middle section and the exit anti-freezing section is calculated by the following formula:

[0015]

[0016] In the formula, y is the length of each section, m; t in is the tunnel entrance temperature based on the monthly average temperature of the coldest month, ℃; t out is the tunnel exit temperature based on the monthly average temperature of the coldest month, ℃; a is the anti-freezing section length correction value based on the altitude and the monthly average temperature of the coldest month of the tunnel entrance and exit openings, m; L is the total length of the tunnel, m; y in is the length of the entrance anti-freezing section, m; y out is the length of the exit anti-freezing section, m;

[0017] The middle section is divided into the middle normal-temperature section and the middle high-temperature section with 30℃ as the boundary.

[0018] Further, for the entrance anti-freezing section and the exit anti-freezing section, the BQ surrounding rock grading method with the introduction of freeze-thaw damage influence correction coefficient is adopted to determine the surrounding rock grade, and the determination formula is as follows:

[0019] [BQ] = BQ - 100 (K1 + K2 + K3 + K4)

[0020] In the formula, [BQ] is the modified rock mass index, BQ is the basic rock mass index, K1 is the groundwater influence correction coefficient, K2 is the main structure surface occurrence influence correction coefficient, K3 is the initial stress state correction coefficient, and K4 is the freeze-thaw damage influence correction coefficient.

[0021] Further, for the middle high temperature section, the BQ surrounding rock classification method with the introduction of the high ground temperature correction coefficient is used to determine the surrounding rock grade, and the determination formula is as follows:

[0022] [BQ]'=[BQ]+T

[0023] In the formula, [BQ]' is the rock mass index considering the temperature factor, [BQ] is the modified rock mass index, and T is the high ground temperature correction coefficient.

[0024] Further, the antifreeze section length correction value a is as follows:

[0025] Elevation of pass / m Monthly average temperature of coldest month / °C a / m 3300 -10 60 3600 -10.5 50 3800 -11 50 4000 -12 60 4200 -13 110 4400 -14 100 4600 -15 100 4800 -16 100 .

[0026] Further, the freeze-thaw damage influence correction coefficient K4 is as follows:

[0027]

[0028] The freeze-thaw damage influence correction coefficient K4 is obtained by linear interpolation of the BQ value.

[0029] Further, the high ground temperature correction coefficient T is as follows:

[0030]

[0031] T is obtained by linear interpolation of the temperature t ground temperature score of different tunnels.

[0032] On the other hand, the application provides a sectional surrounding rock grade determination device for a deep-buried high ground temperature tunnel, comprising:

[0033] A tunnel section division module is used to divide the tunnel section into an entrance antifreeze section, a middle normal temperature section, a middle high temperature section, and an exit antifreeze section.

[0034] An entrance and exit antifreeze section surrounding rock grade determination module is used to determine the surrounding rock grade of the entrance antifreeze section and the exit antifreeze section by using the BQ surrounding rock classification method with the introduction of the freeze-thaw damage influence correction coefficient.

[0035] A middle normal temperature section surrounding rock grade determination module is used to determine the surrounding rock grade of the middle normal high temperature section by using the BQ surrounding rock classification method.

[0036] The intermediate high-temperature section surrounding rock grade determination module is used for determining the surrounding rock grade of the intermediate high-temperature section by using the BQ surrounding rock classification method with the introduction of a high-temperature correction coefficient.

[0037] The comprehensive calculation module is used for comprehensively considering the surrounding rock classification results of each section to determine the overall surrounding rock grade of the tunnel.

[0038] In another aspect, the present application provides an electronic device for the sectional surrounding rock grade determination of a deep-buried high-temperature tunnel, comprising:

[0039] at least one processor; and at least one memory connected with the processor, wherein: the memory stores program instructions executable by the processor, and the processor calling the program instructions can execute the determination method according to any one of claims 1-7.

[0040] In another aspect, the present application provides a storage medium for the sectional surrounding rock grade determination of a deep-buried high-temperature tunnel, wherein the storage medium comprises a stored program, and the program is executed by a processor to implement the determination method according to any one of claims 1-7.

[0041] Compared with the prior art, the present application has the following beneficial effects:

[0042] The embodiment of the present application proposes a sectional surrounding rock grade determination method suitable for deep-buried high-temperature tunnels, which can divide the tunnel into an inlet low-temperature section, an outlet low-temperature section, an intermediate normal-high-temperature section and an intermediate high-temperature section according to factors such as tunnel depth, ground temperature and underground water, and use simple and easy evaluation formulas and evaluation indexes to respectively evaluate each section by using a surrounding rock classification method with higher adaptability.

[0043] The embodiment of the present application optimizes and adjusts the BQ surrounding rock classification method according to factors such as freeze-thaw cycle, frost heaving force and high ground temperature, introduces a freeze-thaw damage influence correction coefficient and a high ground temperature correction coefficient, so that the surrounding rock classification result is more in line with the actual situation, and is more conducive to the selection of construction methods, thereby improving the quality of tunnel engineering, ensuring the safety of on-site construction, saving time and cost, improving efficiency and benefit. BRIEF DESCRIPTION OF DRAWINGS

[0044] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiment or prior art description. Obviously, the drawings in the following description are only some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained from these drawings without creative labor.

[0045] Figure 1 is a whole process schematic diagram of an embodiment of the present application;

[0046] Figure 2 is a schematic diagram of an apparatus according to an embodiment of the application;

[0047] Figure 3 is a schematic diagram of an electronic device according to an embodiment of the application. DETAILED DESCRIPTION

[0048] The application will be further described below in connection with specific embodiments with reference to the drawings. Like elements in different embodiments are denoted by like reference numerals. In the following description, numerous specific details are described to provide a thorough understanding of the application. However, those skilled in the art will recognize that the application can be practiced without these specific details. In other instances, well-known structures have not been described in detail in order to avoid obscuring the application. In the following description, specific terminology is used to describe particular embodiments, but the application is not limited to such terminology.

[0049] In addition, features, operations or steps described in the specification can be combined in any suitable manner without departing from the scope of the application. In addition, the steps in the method description can be performed in any suitable order without departing from the scope of the application. Therefore, the sequence of the description in the specification and the drawings is only for the purpose of clearly describing a certain embodiment, and does not mean that the sequence is necessary. Unless otherwise stated, the sequence of certain steps must be followed.

[0050] The serial numbers of components in this paper, such as "S1", "S2", etc., are only used to distinguish the described objects, and have no sequence or technical meaning. Unless otherwise specified, the "connection" and "coupling" in this application include direct and indirect connection (coupling).

[0051] Embodiment 1:

[0052] Referring to Figure 1 A segmented surrounding rock grade determination method suitable for deep buried high ground temperature tunnels, comprising the following steps:

[0053] Step S1, the tunnel section is divided into an entrance anti-freezing section, a middle normal temperature section, a middle high temperature section and an exit anti-freezing section.

[0054] Specifically, based on the Heikawa Xi Fan empirical formula and combined with the elevation of the tunnel portal and the average monthly temperature of the coldest month as the basis for section division of surrounding rock quality evaluation, the tunnel is divided into an entrance anti-freezing section, a middle section and an exit anti-freezing section, and the calculation formula is as follows:

[0055]

[0056] In formula 1, y is the length of each section, m; t in is the tunnel entrance temperature based on the monthly average temperature of the coldest month, ℃; t out is the tunnel exit temperature based on the monthly average temperature of the coldest month, ℃; a is the anti-freezing section length correction value based on the elevation of the tunnel entrance and exit openings and the monthly average temperature of the coldest month, m, which is shown in Table 1, and the elevation and temperature correspondence is different from that in the table, and the temperature is used as the reference; L is the total length of the tunnel, m; y in is the entrance anti-freezing section length, m; y out is the exit anti-freezing section length, m;

[0057] Considering the influence of high ground temperature on the strength of rock in the tunnel, the middle section is further segmented based on the results of formula 1, and the middle section is divided into a middle normal temperature section and a middle high temperature section.

[0058] The Ministry of Water Resources clearly stipulates in the Water Conservancy Building Underground Excavation Engineering Construction Specification that the average temperature in the tunnel should not be higher than 20℃, and in the appendix C2.3 of SL303-2004 “Water Conservancy and Hydropower Engineering Construction Organization Design Specification”, the average temperature in the cavern should not exceed 28℃; in TBJ3-85 “Railway Tunnel Design Specification”, it is stipulated that during the construction of the tunnel, the air temperature in the tunnel should not exceed 28℃; in the “Coal Mine Safety Regulations” Article 102, it is stipulated that the air temperature at the production mine mining working face should not exceed 26℃, and the air temperature in the mechanical and electrical equipment chamber should not exceed 30℃.

[0059] Therefore, the middle section is divided into two parts with 30℃ as the boundary, and the section with a temperature of ≥30℃ is defined as the middle high temperature section, and the remaining part of the middle section is defined as the middle normal temperature section.

[0060] Table 1 Anti-freezing section length correction value a value table

[0061]

[0062] Step S2, for the entrance anti-freezing section and the exit anti-freezing section, the BQ surrounding rock classification method is used to determine the surrounding rock grade by introducing a freeze-thaw damage influence correction coefficient.

[0063] Specifically, during the operation of the tunnel in the cold region, the temperature difference between the tunnel body and the tunnel entrance and even the tunnel site is significant. The hot air in the tunnel exchanges heat with the low-temperature air outside the anti-freezing section through convection, the thermal balance state of the original temperature field of the anti-freezing section is destroyed to form a freeze-thaw cycle, and the freeze-thaw damage of the surrounding rock of the anti-freezing section is caused. In order to ensure the safety of the project, considering the most unfavorable factors, the freeze-thaw damage of the surrounding rock of the anti-freezing section of the tunnel is mainly considered in the grading method of the surrounding rock of the anti-freezing section of the tunnel. Under the temperature cycle condition of-2020 ℃, the uniaxial compressive strength of the rock mainly changes after the freeze-thaw cycle, and the strength is reduced by 20%40%. Therefore, when the surrounding rock of the anti-freezing section of the tunnel is graded, the influence of the freeze-thaw damage factor on the grading result of the surrounding rock is mainly considered.

[0064] The present embodiment is based on the BQ surrounding rock classification method (referred to as: BQ method), and the freeze-thaw damage of the anti-freezing section of the tunnel on both sides under the external environmental conditions is taken as an evaluation index of the surrounding rock classification and is included in the classification system to form a freeze-thaw damage influence correction coefficient K4, and the application of the BQ method in the surrounding rock classification under the low-temperature environment is optimized.

[0065] In the BQ method, the freeze-thaw damage influence correction coefficient K4 is added as the BQ method correction considering the freeze-thaw cycle, and the correction formula is as follows:

[0066] [BQ] = BQ-100(K1+K2+K3+K4) (Formula 2)

[0067] In formula 2, [BQ] is the modified rock quality index, BQ is the basic rock quality index, K1 is the groundwater influence correction coefficient, K2 is the main structure surface occurrence influence correction coefficient, K3 is the initial stress state correction coefficient, and K4 is the freeze-thaw damage influence correction coefficient. The specific value of K4 is shown in Table 2 below, and the linear interpolation method is adopted.

[0068] Table 2 Freeze-thaw damage correction coefficient K4 based on BQ classification method

[0069]

[0070] The parameter K4 is obtained by looking up Table 4 with “BQ” and “the average temperature of the coldest month t”, for example: the average temperature of the coldest month t =-10 ℃, BQ = 400, and K4 = 0.25 is obtained by looking up the table.

[0071] Step S3, for the intermediate normal temperature section, the BQ surrounding rock classification method is used to determine the surrounding rock grade.

[0072] The main problem in the grading of the intermediate section of the deep-buried high-temperature tunnel is that as the tunnel footage increases, the temperature in the tunnel continues to rise. For the intermediate normal temperature section, the BQ method grading system with more comprehensive evaluation indexes is used as the grading method.

[0073] Step S4, for the middle high temperature section, the BQ surrounding rock classification method with high ground temperature correction coefficient is used to determine the surrounding rock grade.

[0074] In the BQ classification system, the measured temperature value (t) of the surrounding rock is added as a consideration of the influence of ground temperature on the BQ method, and the correction formula is as follows:

[0075] [BQ]' = [BQ] + T (Formula 3)

[0076] In formula 3, [BQ]' is the comprehensive score considering the temperature factor, [BQ] is the corrected rock mass index, and T is the correction value. The specific value of T is shown in Table 3, and the linear interpolation method is used.

[0077] Table 3 High ground temperature correction coefficient T based on BQ classification method

[0078]

[0079]

[0080] The parameter T is obtained by looking up Table 5 for “[BQ]” and “ground temperature score of different tunnel temperature t (℃)”, for example: the ground temperature score of different tunnel temperature t (℃) is 40, [BQ] = 400, and T = -13.3 is obtained by looking up the table.

[0081] It should be noted that in other embodiments, if there is no middle high temperature section with a temperature of ≥30℃ in the middle section, the BQ method is used as the classification method for the entire middle section.

[0082] Step S5, the overall surrounding rock grade of the tunnel is determined by comprehensively considering the surrounding rock classification results of each section. A reasonable construction method is selected according to the overall surrounding rock grade.

[0083] Example 2:

[0084] The embodiment relates to a segmented surrounding rock grade determination device suitable for a deep-buried high ground temperature tunnel, which can be realized in hardware or software and is used to complete the segmented surrounding rock grade determination method of the deep-buried high ground temperature tunnel. As shown in the figure, Figure 2 The determination device 100 includes a tunnel section division module 101, an entrance and exit anti-freezing section surrounding rock grade determination module 102, a middle normal temperature section surrounding rock grade determination module 103, a middle high temperature section surrounding rock grade determination module 104, and a comprehensive calculation module 105.

[0085] The tunnel section division module 101 is used to divide the tunnel section into an entrance anti-freezing section, a middle normal temperature section, a middle high temperature section and an exit anti-freezing section; and corresponds to the content of step S1 in the embodiment 1.

[0086] The inlet and outlet anti-freezing section surrounding rock grade determination module 102 is used for determining the surrounding rock grade of the inlet and outlet anti-freezing sections by using the BQ surrounding rock classification method with the introduction of the freeze-thaw damage influence correction coefficient.

[0087] The middle normal temperature section surrounding rock grade determination module 103 is used for determining the surrounding rock grade of the middle normal temperature section by using the BQ surrounding rock classification method; and the content corresponding to step S3 in Embodiment 1.

[0088] The middle high temperature section surrounding rock grade determination module 104 is used for determining the surrounding rock grade of the middle high temperature section by using the BQ surrounding rock classification method with the introduction of the high ground temperature correction coefficient; and the content corresponding to step S4 in Embodiment 1.

[0089] The comprehensive calculation module 105 is used for comprehensively considering the surrounding rock classification results of each section to determine the overall surrounding rock grade of the tunnel; and the content corresponding to step S5 in Embodiment 1.

[0090] Embodiment 3:

[0091] The embodiment relates to an electronic device suitable for sectional surrounding rock grade determination of a deep-buried high ground temperature tunnel, Figure 3 The electronic device provided in the embodiment of the present application can comprise a processor 301, a communications interface 302, a memory 303 and a bus 304, wherein the processor 301, the communications interface 302 and the memory 303 can communicate with each other through the bus 304. The processor 301 can call a computer program stored in the memory 303 and executable on the processor 301 to execute the sectional surrounding rock grade determination method suitable for the deep-buried high ground temperature tunnel provided in Embodiment 1. For example, the tunnel section is divided into an inlet anti-freezing section, a middle normal temperature section, a middle high temperature section and an outlet anti-freezing section; the BQ surrounding rock classification method with the introduction of the freeze-thaw damage influence correction coefficient is used to determine the surrounding rock grade of the inlet and outlet anti-freezing sections; the BQ surrounding rock classification method is used to determine the surrounding rock grade of the middle normal temperature section; the BQ surrounding rock classification method with the introduction of the high ground temperature correction coefficient is used to determine the surrounding rock grade of the middle high temperature section; and the surrounding rock classification results of each section are comprehensively considered to determine the overall surrounding rock grade of the tunnel.

[0092] In addition, the logic instructions in the memory 303 described above can be implemented in the form of a software function unit and sold or used as an independent product, and can be stored in a computer readable storage medium. Based on such understanding, the technical solutions of the embodiments of the present application essentially or the parts that contribute to the prior art or parts of the technical solutions can be embodied in the form of a software product. The computer software product is stored in a storage medium, and includes several instructions to make a computer device (which can be a personal computer, a server, or a network device, etc.) execute all or part of the steps of the methods 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, Read-Only Memory), a random access memory (RAM, Random Access Memory), a magnetic disk or an optical disk, and various media that can store program codes.

Claims

1. A method for determining the grade of surrounding rock in a deep-buried high-temperature tunnel in sections, characterized by, The method comprises: dividing the tunnel section into an entrance anti-freezing section, a middle normal temperature section, a middle high temperature section and an exit anti-freezing section; for the entrance anti-freezing section and the exit anti-freezing section, adopting a BQ surrounding rock classification method introducing a freeze-thaw damage influence correction coefficient to perform surrounding rock grade determination; for the middle normal temperature section, adopting a BQ surrounding rock classification method to perform surrounding rock grade determination; for the middle high temperature section, adopting a BQ surrounding rock classification method introducing a high ground temperature correction coefficient to perform surrounding rock grade determination; comprehensively considering the surrounding rock classification results of each section, determining the overall surrounding rock grade of the tunnel; dividing the tunnel section into an entrance anti-freezing section, a middle normal temperature section, a middle high temperature section and an exit anti-freezing section, specifically comprising: calculating the lengths of the entrance anti-freezing section, the middle section and the exit anti-freezing section through the following formula: where y is the length of each section, m; t in is the tunnel entrance temperature based on the monthly average temperature of the coldest month, ℃; t out is the tunnel exit temperature based on the monthly average temperature of the coldest month, ℃; a is the length correction value of the anti-freezing section based on the elevation of the tunnel entrance and exit holes and the monthly average temperature of the coldest month, m; L is the total length of the tunnel, m; y in is the length of the entrance anti-freezing section, m; y out is the length of the exit anti-freezing section, m; for the entrance anti-freezing section and the exit anti-freezing section, adopting a BQ surrounding rock classification method introducing a freeze-thaw damage influence correction coefficient to perform surrounding rock grade determination, and the determination formula is as follows: in the formula, [BQ] is the corrected rock mass index, BQ is the basic rock mass index, K1 is the underground water influence correction coefficient, K2 is the main structure surface occurrence influence correction coefficient, K3 is the initial stress state correction coefficient, and K4 is the freeze-thaw damage influence correction coefficient; for the middle high temperature section, adopting a BQ surrounding rock classification method introducing a high ground temperature correction coefficient to perform surrounding rock grade determination, and the determination formula is as follows: in the formula, [BQ]' is the rock mass index considering the temperature factor, [BQ] is the corrected rock mass index, and T is the high ground temperature correction coefficient.

2. The method of claim 1, wherein the method is characterized by, dividing the middle section into the middle normal temperature section and the middle high temperature section with 30 DEG C as the boundary.

3. The method of claim 1, wherein the method is characterized by: the anti-freezing section length correction value a takes the following values: when the entrance altitude is 3300 m and the monthly average temperature of the coldest month is-10 DEG C, a is 60 m; when the entrance altitude is 3600 m and the monthly average temperature of the coldest month is-10.5 DEG C, a is 50 m; when the entrance altitude is 3800 m and the monthly average temperature of the coldest month is-11 DEG C, a is 50 m; when the entrance altitude is 4000 m and the monthly average temperature of the coldest month is-12 DEG C, a is 60 m; when the entrance altitude is 4200 m and the monthly average temperature of the coldest month is-13 DEG C, a is 110 m; when the entrance altitude is 4400 m and the monthly average temperature of the coldest month is-14 DEG C, a is 100 m; when the entrance altitude is 4600 m and the monthly average temperature of the coldest month is-15 DEG C, a is 100 m; and when the entrance altitude is 4800 m and the monthly average temperature of the coldest month is-16 DEG C, a is 100 m.

4. The method of claim 1, wherein the method is characterized by: the freeze-thaw damage influence correction coefficient K4 takes the following values: K4 is 0 when BQ>550, BQ is 550~451, BQ is 450~351, BQ is 350~251 and BQ≤250 when the average temperature of the coldest month t≥0℃; K4 is 0 when BQ>550 or BQ is 550~451 when -5≤t<0℃, K4 is 0.1~0.2 when BQ is 450~351, K4 is 0.2~0.3 when BQ is 350~251, K4 is 0.3~0.4 when BQ≤250; K4 is 0~0.1 when BQ>550 when -10≤t<-5℃, K4 is 0.1~0.2 when BQ is 550~451, K4 is 0.2~0.3 when BQ is 450~351, K4 is 0.3~0.4 when BQ is 350~251, K4 is 0.4~0.5 when BQ≤250; K4 is 0.1~0.2 when BQ>550 when -15≤t<-10℃, K4 is 0.2~0.3 when BQ is 550~451, K4 is 0.3~0.4 when BQ is 450~351, K4 is 0.4~0.5 when BQ is 350~251, K4 is 0.5~0.7 when BQ≤250; K4 is 0.2~0.3 when BQ>550 when -20≤t<-15℃, K4 is 0.3~0.4 when BQ is 550~451, K4 is 0.4~0.5 when BQ is 450~351, K4 is 0.5~0.6 when BQ is 350~251, K4 is 0.6~0.8 when BQ≤250; the freeze-thaw damage influence correction coefficient K4 is obtained by linear interpolation of BQ value.

5. The method of claim 1, wherein the method is characterized by: The high-temperature correction coefficient T is as follows: When [BQ]>550 and 30<t≤45℃, T is [-20, 0), when [BQ]>550 and 45<t≤60℃, T is [-60, -20), when [BQ]>550 and t>60℃, T is [-80, -60); when [BQ] is 550~451 and 30<t≤45℃, T is [-20, 0), when [BQ] is 550~451 and 45<t≤60℃, T is [-80, -60), when [BQ] is 550~451 and t>60℃, T is [-100, -80); when [BQ] is 450~351 and 30<t≤45℃, T is [-20, -10), when [BQ] is 450~351 and 45<t≤60℃, T is [-50, -40), when [BQ] is 450~351 and t>60℃, T is [-60, -50); when [BQ] is 350~251 and 30<t≤45℃, T is [-30, -20), when [BQ] is 350~251 and 45<t≤60℃, T is [-60, -50), when [BQ] is 350~251 and t>60℃, T is [-70, -60); when [BQ]≤250 and 30<t≤45℃, T is [-40, -30), when [BQ]≤250 and 45<t≤60℃, T is [-60, -50), when [BQ]≤250 and t>60℃, T is [-70, -60); T is obtained by linear interpolation of the ground temperature scores of different tunnel temperatures t.

6. The device for determining the sectional surrounding rock grade of a high-geothermal-tunnel according to any one of claims 1 to 5, wherein The method comprises the steps of: dividing the tunnel section into an entrance anti-freezing section, a middle normal-temperature section, a middle high-temperature section and an exit anti-freezing section; determining the surrounding rock grade of the entrance anti-freezing section and the exit anti-freezing section by using the BQ surrounding rock grading method with the introduction of a freeze-thaw damage influence correction coefficient; determining the surrounding rock grade of the middle normal-temperature section by using the BQ surrounding rock grading method; determining the surrounding rock grade of the middle high-temperature section by using the BQ surrounding rock grading method with the introduction of a high ground temperature correction coefficient; comprehensively considering the surrounding rock grading results of each section to determine the overall surrounding rock grade of the tunnel.

7. An electronic device for determining the sectional surrounding rock grade of a deep-buried high-geothermal tunnel, characterized in that, The method comprises the steps of: at least one processor; and at least one memory connected in communication with the processor, wherein: the memory stores program instructions executable by the processor, and the processor calling the program instructions can execute the determination method of any one of claims 1-5.

8. A storage medium for sectional surrounding rock grade determination of a deep-buried high ground temperature tunnel, characterized in that: the storage medium comprises a stored program, and the program is executed by a processor to implement the determination method of any one of claims 1-5.

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