Method, system, medium and product for determining reserved deformation of high ground stress tunnel

Abstract

The application discloses a high ground stress tunnel reserved deformation amount determination method, system, medium and product, relates to the tunnel excavation construction technical field, and the method comprises the following steps: determining the inner and outer boundaries of a surrounding rock bearing arch structure based on tunnel engineering geological conditions and construction factors; constructing a mechanical analysis model of the surrounding rock bearing arch structure based on the inner and outer boundaries of the surrounding rock bearing arch structure; determining the limit load of the surrounding rock bearing arch structure through a simulation experiment based on the mechanical analysis model of the surrounding rock bearing arch structure; and determining the reserved deformation amount of the surrounding rock arch structure based on the mechanical analysis model of the surrounding rock bearing arch structure and the limit load. The application can accurately predict the reserved deformation amount of a high ground stress tunnel and reduce material waste.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunnel excavation construction, in particular to a high ground stress tunnel reserved deformation amount determination method, system, medium and product. BACKGROUND

[0002] By the end of 2023, the total mileage of China's railway operation has reached 159,000 km, of which 18,573 tunnels are in operation, with a total length of 23,508 km; 2,668 railway tunnels are under construction, with a total length of about 7,110 km; and 5,460 tunnels are planned, with a total length of about 13,313 km. With the continuous advancement of the layout of the comprehensive three-dimensional transportation network under the new situation, the overall development trend of tunnel engineering presents characteristics such as higher and higher construction standards, longer and longer tunnels, larger and larger cross-sections, and more and more complex geological conditions. However, due to the practicality of tunnel and underground engineering disciplines, there is a greater reliance on engineering experience, and a systematic theory and technology system has not yet been formed. This is due to the extremely complex nature of geological conditions and their mechanical behavior, and also indicates that tunnel construction theory is severely lagging behind engineering practice.

[0003] Tunnel reserved deformation amount, as a tunnel surrounding rock deformation control standard, is the basis for support design and is also a basic index for surrounding rock stability judgment. The determination of tunnel reserved deformation amount in the past is based on construction experience analogy, which lacks theoretical support. However, due to the great difference in tunnel surrounding rock conditions, the experience analogy method is affected by geological conditions and construction methods, and the reserved deformation amount result is greatly different from the actual situation, especially for high ground stress tunnels. Due to the complexity of tunnel surrounding rock and the variability of ground stress conditions, the limitations of engineering experience are highlighted, and surrounding rock intrusion and support replacement occur from time to time. Therefore, the traditional engineering analogy method is difficult to guide high ground stress tunnel design and construction.

[0004] The existing determination of high ground stress tunnel reserved deformation amount uses the experience analogy method, which is highly subjective and lacks scientificity. At the same time, to ensure the safety of subsequent tunnels, the surrounding rock deformation value is often too large, resulting in excessive support parameters and causing material waste. SUMMARY

[0005] The purpose of the present application is to provide a high ground stress tunnel reserved deformation amount determination method, system, medium and product, which can accurately predict the high ground stress tunnel reserved deformation amount and reduce material waste.

[0006] To achieve the above purpose, the present application provides the following scheme:

[0007] A high ground stress tunnel reserved deformation amount determination method comprises:

[0008] Determine the inner and outer boundaries of the surrounding rock bearing arch structure based on the tunnel engineering geological conditions and construction factors;

[0009] constructing a mechanical analysis model of the surrounding rock bearing arch structure based on the inner and outer boundaries of the surrounding rock bearing arch structure;

[0010] determining the limit load of the surrounding rock bearing arch structure through simulation experiment based on the mechanical analysis model of the surrounding rock bearing arch structure;

[0011] determining the reserved deformation of the surrounding rock arch structure based on the mechanical analysis model and the limit load of the surrounding rock bearing arch structure.

[0012] A computer system comprises a memory, a processor, and a computer program stored on the memory and executable on the processor, and the processor executes the computer program to implement the high ground stress tunnel reserved deformation determination method.

[0013] A computer readable storage medium having a computer program stored thereon, the computer program being executed by a processor to implement the high ground stress tunnel reserved deformation determination method.

[0014] A computer program product comprising a computer program, the computer program being executed by a processor to implement the high ground stress tunnel reserved deformation determination method.

[0015] According to the specific embodiments of the present application, the following technical effects are disclosed:

[0016] The present application discloses a high ground stress tunnel reserved deformation determination method, system, medium and product, the method comprising constructing a mechanical analysis model of the surrounding rock bearing arch structure based on the inner and outer boundaries of the surrounding rock bearing arch structure; then performing simulation experiment on the mechanical analysis model to obtain the limit load of the surrounding rock bearing arch structure, and performing experimental analysis on the limit load and the mechanical analysis model to obtain the maximum deformation of the surrounding rock arch structure and the deformation of the shallow surrounding rock, and the present application determines the reserved deformation of the surrounding rock arch structure based on the maximum deformation of the surrounding rock arch structure and the deformation of the shallow surrounding rock, which can ensure that the reserved deformation meets the deformation demand of the surrounding rock arch structure, and will not cause subsequent support parameters to be too strong, thereby reducing material waste. BRIEF DESCRIPTION OF DRAWINGS

[0017] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0018] Figure 1 The high ground stress tunnel reserved deformation determination method flowchart provided for embodiment 1 of the present application;

[0019] Figure 2 A schematic diagram of the maximum principal stress measurement lines in all directions around the tunnel;

[0020] Figure 3 This is a schematic diagram of the stress analysis of the arch structure supported by the surrounding rock.

[0021] Figure 4 A schematic diagram of an equivalent beam model for an arch structure supported by surrounding rock;

[0022] Figure 5 This is a schematic diagram of a virtual concentrated force surrounding rock bearing arch structure. Detailed Implementation

[0023] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0024] The purpose of this invention is to provide a method, system, medium, and product for determining the reserved deformation amount of high ground stress tunnels, with the aim of determining the reserved deformation amount of high ground stress tunnels.

[0025] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0026] Example 1

[0027] like Figure 1 As shown, the method for determining the allowable deformation of a high-stress tunnel in this embodiment includes:

[0028] Step 101: Determine the inner and outer boundaries of the surrounding rock bearing arch structure based on the tunnel engineering geological conditions and construction factors.

[0029] Numerical calculations were performed based on the geological conditions of the tunnel project and related construction factors to extract the tangential stress distribution of the surrounding rock at typical locations before and after tunnel excavation, such as the crown, the two sides of the arch waist, and the bottom of the arch.

[0030] Based on the tunnel engineering geological conditions and construction factors, the tangential stress at typical locations before and after tunnel excavation is extracted to obtain the tangential stress set before excavation and the tangential stress set after excavation; the typical locations include the tangential stress of the surrounding rock at the crown, the two sides of the arch waist, and the arch bottom.

[0031] The inner and outer boundaries of the bearing arch structure are determined based on the stress distribution of the surrounding rock after tunnel excavation. The surrounding rock within the bearing arch is referred to as the shallow surrounding rock. The location corresponding to the extreme point of tangential stress within the surrounding rock is determined as the inner boundary of the bearing arch.

[0032] The position corresponding to the maximum value of the tangential stress concentration after excavation is determined as the inner boundary of the surrounding rock bearing arch structure.

[0033] The position corresponding to the difference of 10% between the tangential stress after excavation and the tangential stress before excavation is determined as the outer boundary of the surrounding rock pressure arch. The position, span and height of the bearing arch in the surrounding rock are determined in this way.

[0034] The difference between each tangential stress of the tangential stress concentration before excavation and each tangential stress of the tangential stress concentration after excavation is calculated to obtain a difference set.

[0035] The typical position corresponding to the difference satisfying the preset condition in the difference set is determined as the outer boundary of the surrounding rock bearing arch structure.

[0036] A certain tunnel is mainly composed of soft rocks such as carbonaceous slate, conglomerate, brecciated limestone and phyllite. The main engineering geological problems of the tunnel include adverse geology (debris flow, dangerous rockfall, bedding bias, collapse, etc.), high ground stress, fault fracture zone, etc. The underground water level circulation zone, fault zone, fold core, stratum contact zone, geophysical anomaly zone, geophysical fault fracture zone and fold core may be dangerous sections for gushing water, which are dangerous zones for tunnel gushing water.

[0037] The mechanical parameters of the surrounding rock of the tunnel are shown in Table 1, and the initial support parameters of the tunnel are full ring work 20b type steel frame with an interval of 0.6 m between each span; C30 early high-strength shotcrete with a thickness of 27 cm is used for concrete; the secondary lining is 50 cm thick reinforced concrete. Based on the tunnel geological parameters and support measures, a finite difference commercial software is used for modeling analysis to extract the tangential stress distribution of the surrounding rock at the arch top, both sides of the arch waist and the arch bottom before and after tunnel excavation. The hoop stress curve of the surrounding rock around the tunnel is shown in Figure 2 The peak value of the curve and 1.1 times the stress before excavation are selected as the inner and outer boundaries of the bearing arch, and the size of the bearing arch is shown in Table 2.

[0038] Table 1 Mechanical parameters of surrounding rock

[0039]

[0040]

[0041] Table 2 Position and size of bearing arch

[0042]

[0043] According to the size of the bearing arch in the surrounding rock, a corresponding bearing arch structure mechanical model is established. The arch axis is fitted and compared, and the arch axis is described by a quadratic parabola.

[0044] Step 102: Construct a mechanical analysis model of the rock-bearing arch structure based on the inner and outer boundaries of the rock-bearing arch structure.

[0045] like Figure 3 As shown, a mechanical analysis model of the rock-bearing arch structure is constructed using a quadratic parabola based on the inner and outer boundaries of the rock-bearing arch structure:

[0046]

[0047] Where y represents the y-axis coordinate of any point in the mechanical analysis model of the rock-bearing arch structure; x represents the x-axis coordinate of any point in the mechanical analysis model of the rock-bearing arch structure; h represents the height of the rock-bearing arch structure; and L represents the span of the rock-bearing arch structure. Let y' be the angle between the tangent at any point and the horizontal, and let y' be the slope at any point on the arch.

[0048] The internal forces of the arch are now solved. First, the internal forces of each support are determined. Since the external loads are symmetrical, the support reactions are also symmetrical:

[0049]

[0050] In the formula, The forces acting on arches A and B in the X and Y directions are respectively, as shown below. Figure 3 As shown, q y For vertical bearing load, λ is the lateral pressure coefficient, F H The values ​​of the horizontal forces acting on arch feet A and B.

[0051] Figure 4 This represents the beam structure corresponding to the arch structure, where q in the two models... y The same applies. The internal forces at any section of the beam can be directly calculated as shown below:

[0052]

[0053] In the formula, F S F N M represents the shear force, compressive stress, and bending moment within the bearing arch, and F... S 0 F N 0 M 0 To bear the internal pressure shear force, compressive stress, and bending moment of the beam structure corresponding to the arch.

[0054] The internal forces at any location in the arch structure can be calculated:

[0055]

[0056] By analyzing the stress of the bearing arch structure, the support reaction, the axial force, the shear force and the bending moment at any position in the bearing arch structure are determined in turn. Then, the stability of the arch structure is analyzed by selecting two failure modes of extrusion failure and shear failure, and the ultimate load of the bearing arch is determined.

[0057] Step 103: Determine the ultimate load of the surrounding rock bearing arch structure based on the simulation experiment of the mechanical analysis model of the surrounding rock bearing arch structure.

[0058] The mechanical analysis model of the surrounding rock bearing arch structure is simulated for compression failure to obtain the maximum load of the bearing arch without extrusion failure.

[0059] The common failures of the surrounding rock of a tunnel include extrusion failure and shear failure. Meanwhile, the failure of the arch foot in the arch structure leads to the instability of the entire arch structure. Therefore, the arch foot of the arch structure is analyzed for extrusion failure and shear failure to determine the ultimate load of the arch structure.

[0060] In the surrounding rock bearing arch structure, the compressive stress is represented as:

[0061]

[0062] In the formula, σ N is the compressive stress in the surrounding rock bearing arch structure, and d is the thickness of the surrounding rock bearing arch structure.

[0063] The maximum compressive stress σ Nmax at the arch foot is represented as:

[0064]

[0065] In the formula, σ

[0066] Therefore, the maximum load of the bearing arch without extrusion failure can be obtained as:

[0067]

[0068] In the formula, q y1 is the maximum load of the bearing arch without extrusion failure, and [σ N ] is the compressive strength of the surrounding rock.

[0069] The mechanical analysis model of the surrounding rock bearing arch structure is simulated for shear failure to obtain the maximum load of the bearing arch without shear failure.

[0070] According to the previous research, the shear stress of each section in the arch structure is represented as:

[0071]

[0072] In the formula, σ S is the shear stress of the bearing arch.

[0073] Maximum shear stress σ at arch foot Smax is expressed as:

[0074]

[0075] wherein [σ S ] is the shear strength of the surrounding rock.

[0076] Therefore, the maximum load under which the bearing arch does not fail in shear can be obtained as:

[0077]

[0078] wherein q y2 is the maximum load under which the bearing arch does not fail in shear.

[0079] The ultimate load of the bearing arch structure of the surrounding rock is determined based on the maximum load under which the bearing arch does not fail in extrusion and the maximum load under which the bearing arch does not fail in shear.

[0080] To determine the ultimate deformation of the bearing arch of the surrounding rock, the minimum load is taken to calculate the ultimate load q y :

[0081] q y = min{q y1 , q y2}.

[0082] Based on the mechanical analysis model of the bearing arch structure of the surrounding rock, the ultimate load is taken as a stress boundary, and the maximum deformation of the arch structure is determined by integrating the deformation at the arch crown through the virtual support force method. Through triaxial compression tests of rock, the bulking coefficient of the shallow surrounding rock is determined, and the deformation generated by the shallow surrounding rock can be determined based on the bulking coefficient of the surrounding rock, the area of the shallow surrounding rock, and the boundary length. The sum of the two deformations is the maximum deformation of the surrounding rock of the tunnel, which can be used as the reserved deformation of the tunnel for design.

[0083] Step 104: determining the reserved deformation of the arch structure of the surrounding rock based on the mechanical analysis model of the bearing arch structure of the surrounding rock and the ultimate load.

[0084] The maximum deformation of the arch structure of the surrounding rock is determined based on the mechanical analysis model of the bearing arch structure of the surrounding rock through the virtual support force method.

[0085] An arch crown displacement formula is constructed based on the mechanical analysis model of the bearing arch structure of the surrounding rock using the force method in structural mechanics.

[0086] Generally, the arch crown is subjected to the maximum stress, and the maximum deformation often occurs at the arch crown of the tunnel. Therefore, the displacement of the arch crown is solved using the force method in structural mechanics:

[0087] The solving model is as shown in Figure 5 The support constraint force and the bearing arch internal force are as shown below, respectively:

[0088]

[0089] In the formula, is the pressure shear force, compressive stress and bending moment of the bearing arch under the concentrated load.

[0090] Therefore, the arch top displacement can be obtained as:

[0091]

[0092] In the formula, Δc is the maximum deformation of the arch structure, k is the correction coefficient caused by the uneven distribution of shear stress along the cross section, which is related to the cross section shape, and the value of the rectangular cross section is The value of the circular cross section is The value of the thin-walled circular ring cross section is k=2, and the value of the I-shaped cross section is A' is the web section area, A is the cross-sectional area of the arch structure, E is the elastic modulus, I is the moment of inertia, and G is the shear modulus.

[0093] The following can be obtained:

[0094]

[0095] Further, the expression of each formula in the arch top displacement is obtained:

[0096]

[0097] By solving the integral, the following can be obtained:

[0098]

[0099] Since it is symmetrical to the left and right, the AC segment is analyzed, and the integral range is from to

[0100] Substituting and into the formula, the arch top displacement is:

[0101]

[0102] By integrating the arch top displacement formula by the virtual support force method, the maximum deformation of the surrounding rock arch structure is obtained.

[0103] The ratio of the volume of the initial accumulation body formed after crushing to the volume of the original real cube is called the initial bulking coefficient. This part needs to determine the increased volume of the shallow surrounding rock due to the excavation of the cavern, and take it as the deformation of the shallow surrounding rock.

[0104] The relationship between compression modulus and bulking coefficient k obtained by triaxial compression experiment is as follows: u

[0105]

[0106] In the formula, E s0 And E sk It is the compression modulus of surrounding rock before and after tunnel excavation, and P0 represents the initial ground stress.

[0107] According to the previous measured research, the bulking coefficient of coal mine is larger, which can reach 1.1-1.4, and with the increase of the hardness degree of surrounding rock, the bulking coefficient is larger. In the traffic tunnel, the supporting strength is larger, the deformation of surrounding rock is limited, and the bulking coefficient is 1.02-1.05.

[0108] The area S0 of the shallow surrounding rock in the bearing arch and the increased area Delta S are as follows:

[0109]

[0110] Therefore, the deformation of the shallow surrounding rock can be obtained as follows:

[0111]

[0112] In the formula, Delta x is the maximum deformation of the shallow surrounding rock, h' is the height of the surrounding rock after the reduction of the bearing arch structure, h'=h-Delta h, and Delta h is the reduction amount of the height of the surrounding rock bearing arch structure.

[0113] In summary, the total displacement of the tunnel surrounding rock arch top is as follows, and the deformation can be used as the reserved deformation of the tunnel.

[0114] S=Delta c+Delta x.

[0115] In the formula, s is the maximum deformation of the surrounding rock.

[0116] The deformation amount generated by the shallow surrounding rock is obtained.

[0117] Through triaxial compression mechanics test, the bulking coefficient of the shallow surrounding rock of the surrounding rock bearing arch structure is determined.

[0118] The deformation amount generated by the shallow surrounding rock is determined based on the bulking coefficient and area of the shallow surrounding rock. The reserved deformation of the surrounding rock arch structure is determined based on the maximum deformation of the surrounding rock arch structure and the deformation amount generated by the shallow surrounding rock.

[0119] The beneficial effects of the present application are as follows:

[0120] 1. The reserved deformation of the tunnel is determined by comprehensively determining the limit deformation of the bearing arch and the expansion deformation of the shallow surrounding rock in the arch, which is more scientific and reliable compared with the previous experience determination method, and is more in line with the actual situation of high ground stress tunnel construction. ​

[0121] 2. The maximum deformation of the arch structure is determined by calculating the internal force of the bearing arch structure mechanical model, and determining the instability critical load of the arch structure based on the extrusion and shear failure.

[0122] 3. The dilatancy coefficient of the shallow surrounding rock is determined based on the triaxial compression test, and then the swelling deformation is determined. The sum of the two deformations is taken as the maximum deformation of the tunnel surrounding rock, which provides a basis for the selection of subsequent support parameters.

[0123] Embodiment 2

[0124] A computer system comprises a memory, a processor, and a computer program stored on the memory and executable on the processor, and the processor executes the computer program to implement the high ground stress tunnel reserved deformation determination method in embodiment 1.

[0125] Embodiment 3

[0126] A computer readable storage medium has a computer program stored thereon, and the computer program is executed by a processor to implement the high ground stress tunnel reserved deformation determination method in embodiment 1.

[0127] Embodiment 4

[0128] A computer program product comprises a computer program, and the computer program is executed by a processor to implement the high ground stress tunnel reserved deformation determination method in embodiment 1.

[0129] Embodiment 5

[0130] A computer device can be a database. The computer device comprises a processor, a memory, an input / output interface (I / O) and a communication interface. The processor, the memory and the input / output interface are connected through a system bus, and the communication interface is connected to the system bus through the input / output interface. The processor of the computer device is used to provide computing and control capabilities. The memory of the computer device comprises a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The database of the computer device is used to store transactions to be processed. The input / output interface of the computer device is used to exchange information between the processor and external devices. The communication interface of the computer device is used to communicate with external terminals through network connection. The computer program is executed by the processor to implement the high ground stress tunnel reserved deformation determination method in embodiment 1.

[0131] It should be noted that the object information (including but not limited to object device information, object personal information, etc.) and data (including but not limited to data for analysis, stored data, displayed data, etc.) involved in the present application are all information and data authorized by the object or fully authorized by all parties, and the collection, use and processing of related data need to comply with relevant laws, regulations and standards of relevant countries and regions.

[0132] It can be understood by those skilled in the art that all or part of the processes in the above-mentioned embodiment methods can be completed by instructing related hardware through a computer program, and the computer program can be stored in a non-volatile computer readable storage medium. When the computer program is executed, it can include the processes of the above-mentioned embodiments of each method. Among them, any reference to memory, database or other medium used in each embodiment provided by the present application can include at least one of non-volatile and volatile memory. Non-volatile memory can include read-only memory (Read Only Memory, ROM), magnetic tape, floppy disk, flash memory, optical storage, high-density embedded non-volatile memory, resistive memory (ReRAM), magnetoresistive memory (Magnetoresistive Random Access Memory, MRAM), ferroelectric memory (Ferroelectric Random Access Memory, FRAM), phase change memory (Phase Change Memory, PCM), graphene memory, etc. Volatile memory can include random access memory (Random Access Memory, RAM) or external cache memory, etc. As an illustration but not limitation, RAM can be in various forms, such as static random access memory (Static Random Access Memory, SRAM) or dynamic random access memory (Dynamic Random Access Memory, DRAM), etc. The database involved in each embodiment provided by the present application can include at least one of a relational database and a non-relational database. The non-relational database can include a distributed database based on a block chain, etc., without being limited thereto. The processor involved in each embodiment provided by the present application can be a general-purpose processor, a central processing unit, a graphics processing unit, a digital signal processor, a programmable logic device, a data processing logic device based on quantum computing, etc., without being limited thereto.

[0133] The technical features of the above embodiments can be combined in any way. In order to make the description simple, not all possible combinations of the technical features in the above embodiments are described, but as long as the combination of the technical features does not exist contradictory, it should be considered as the scope of the present application.

[0134] The principles and implementation manners of the present application are described by using specific examples in the present application, and the above examples are only used to help understand the method of the present application and its core idea; meanwhile, for the general technical personnel in the art, the specific implementation manners and application ranges will be changed according to the idea of the present application. In conclusion, the content of the present specification should not be understood as the limitation of the present application.

Claims

1. A method for determining the allowable deformation of a high-stress tunnel, characterized in that, The method includes: The inner and outer boundaries of the rock-bearing arch structure are determined based on the tunnel engineering geological conditions and construction factors. Specifically, this includes: extracting the tangential stress at typical locations before and after tunnel excavation based on the tunnel engineering geological conditions and construction factors, obtaining the tangential stress set before and after excavation; the typical locations include the tangential stress at the arch crown, the two sides of the arch waist, and the arch bottom; determining the location corresponding to the maximum value of the tangential stress concentration after excavation as the inner boundary of the rock-bearing arch structure; calculating the difference between each tangential stress in the tangential stress concentration before and after excavation, obtaining the difference set; and taking the typical location corresponding to the difference set that satisfies the preset conditions as the outer boundary of the rock-bearing arch structure. A mechanical analysis model of the rock-bearing arch structure is constructed based on the inner and outer boundaries of the rock-bearing arch structure. Simulation experiments were conducted based on a mechanical analysis model of the rock-bearing arch structure to determine the ultimate load of the rock-bearing arch structure. The reserved deformation amount of the surrounding rock arch structure is determined based on the mechanical analysis model and ultimate load of the surrounding rock bearing arch structure.

2. The method for determining the allowable deformation of a high-stress tunnel according to claim 1, characterized in that, A mechanical analysis model of the rock-bearing arch structure is constructed based on its inner and outer boundaries, specifically including: Based on the inner and outer boundaries of the rock-bearing arch structure, a mechanical analysis model of the rock-bearing arch structure is constructed using a quadratic parabola: Where y represents the y-axis coordinate of any point in the mechanical analysis model of the rock-bearing arch structure; x represents the x-axis coordinate of any point in the mechanical analysis model of the rock-bearing arch structure; h represents the height of the rock-bearing arch structure; and L represents the span of the rock-bearing arch structure.

3. The method for determining the reserved deformation amount of a high-stress tunnel according to claim 1, characterized in that, Simulation experiments were conducted based on a mechanical analysis model of the rock-bearing arch structure to determine the ultimate load of the rock-bearing arch structure, specifically including: A mechanical analysis model of the rock-supported arch structure was simulated under compression failure to obtain the maximum load that prevents the arch from undergoing compression failure. Shear failure simulation was performed on the mechanical analysis model of the rock-supported arch structure to obtain the maximum load that prevents shear failure of the arch. The ultimate load of the surrounding rock bearing arch structure is determined based on the maximum load that prevents the bearing arch from undergoing compression failure and the maximum load that prevents the bearing arch from undergoing shear failure.

4. The method for determining the reserved deformation amount of a high-stress tunnel according to claim 1, characterized in that, The reserved deformation of the surrounding rock arch structure is determined based on the mechanical analysis model and ultimate load of the surrounding rock bearing arch structure, specifically including: The maximum deformation of the surrounding rock arch structure was determined by using the virtual support force method based on the mechanical analysis model of the surrounding rock bearing arch structure. To obtain the deformation caused by shallow surrounding rock; The allowable deformation of the surrounding rock arch structure is determined based on the maximum deformation of the surrounding rock arch structure and the deformation generated by the shallow surrounding rock.

5. The method for determining the reserved deformation amount of a high-stress tunnel according to claim 4, characterized in that, The maximum deformation of the surrounding rock arch structure was determined using a mechanical analysis model based on the virtual support force method and the surrounding rock bearing capacity. Specifically, the deformation included: A formula for the crown displacement is constructed based on a mechanical analysis model of an arch structure supported by surrounding rock using the force method in structural mechanics. The maximum deformation of the surrounding rock arch structure is obtained by integrally solving the arch crown displacement formula using the virtual support force method.

6. The method for determining the reserved deformation amount of a high-stress tunnel according to claim 4, characterized in that, Obtaining the deformation caused by shallow surrounding rock includes: The fragmentation coefficient of the shallow surrounding rock in the bearing arch structure was determined by triaxial compression mechanics test. The amount of deformation generated by the shallow surrounding rock is determined based on the fragmentation coefficient and area of ​​the shallow surrounding rock.

7. A computer system, comprising: A memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that the processor executes the computer program to implement the method for determining the reserved deformation amount of a high-stress tunnel as described in any one of claims 1-6.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the computer program implements the method for determining the reserved deformation amount of a high-stress tunnel as described in any one of claims 1-6.

9. A computer program product, comprising a computer program, characterized in that, When executed by a processor, the computer program implements the method for determining the reserved deformation amount of a high-stress tunnel as described in any one of claims 1-6.

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