Strengthening method and device for layered surrounding rock tunnel, electronic equipment and storage medium

Abstract

The invention relates to a layered surrounding rock tunnel reinforcing method and device, electronic equipment and a storage medium, and relates to the technical field of tunnels. The method comprises the following steps: acquiring first attribute information of a layered surrounding rock tunnel; determining second attribute information of the layered surrounding rock; determining a bias coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information; and according to the bias coefficient, a strengthening scheme of the layered surrounding rock tunnel is determined. By applying the method, the bias coefficient of the layered surrounding rock tunnel can be determined according to the first attribute information of the layered surrounding rock tunnel and the second attribute information of the layered surrounding rock tunnel, and the reinforcing scheme of the layered surrounding rock tunnel is further determined according to the bias coefficient, so that the safety of the layered surrounding rock tunnel can be improved.

Description

Technical Field

[0001] The present application relates to the technical field of layered rock tunnels, and in particular to a reinforcement method, device, electronic equipment and storage medium for layered rock tunnels. Background Art

[0002] Shallow buried inclined layered surrounding rock tunnels are one of the common geological conditions in tunnel engineering, which are characterized by significant rock inclination, deformation and damage. For the design and construction of shallow buried inclined layered surrounding rock tunnels, it is of great significance to understand their deformation and failure mechanisms and the calculation methods of geological bias loads. The uneven stress distribution of shallow buried inclined layered surrounding rock leads to deformation and failure of the surrounding rock, and the deformation and failure laws of inclined layered surrounding rock are related to factors such as rock stratum occurrence, layer mechanical parameters, tunnel morphology and size, tunnel burial depth, and ground stress distribution. The deformation of inclined layered surrounding rock is significantly different on both sides of the tunnel, resulting in asymmetric loads on both sides of the tunnel structure and the formation of obvious bias.

[0003] Existing research calls this bias formed by geological factors geological bias. It is crucial to explore the deformation and failure mechanism of layered surrounding rock, analyze the influencing factors and laws of geological bias in layered surrounding rock, formulate the judgment standard of geological bias, and further reinforce layered surrounding rock tunnels. Summary of the invention

[0004] Embodiments of the present disclosure provide a reinforcement method, device, electronic device and storage medium for a layered rock tunnel.

[0005] In a first aspect, an embodiment of the present disclosure provides a reinforcement method for a layered rock tunnel, comprising: obtaining first attribute information of the layered rock tunnel; determining second attribute information of the layered surrounding rock; determining a bias pressure coefficient of the layered rock tunnel based on the first attribute information and the second attribute information; and determining a reinforcement scheme for the layered rock tunnel based on the bias pressure coefficient.

[0006] In the second aspect, an embodiment of the present disclosure provides a reinforcement device for a layered rock tunnel, comprising: a first acquisition unit, configured to acquire first attribute information of the layered rock tunnel; a second acquisition unit, configured to determine second attribute information of the layered surrounding rock; a coefficient determination unit, configured to determine the bias coefficient of the layered rock tunnel based on the first attribute information and the second attribute information; and a tunnel reinforcement unit, configured to determine the reinforcement scheme of the layered rock tunnel based on the bias coefficient.

[0007] In a third aspect, an embodiment of the present disclosure provides an electronic device, including a memory, a processor, a bus, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, the reinforcement method for a layered rock tunnel as described in the first aspect is implemented.

[0008] Fourthly, an embodiment of the present disclosure provides a non-transitory computer-readable storage medium, on which a computer program is stored. When the computer program is executed by a processor, it implements the reinforcement method for a layered surrounding rock tunnel as described in the first aspect.

[0009] By applying the technical solution of the present disclosure, the bias pressure coefficient of the layered surrounding rock tunnel can be determined according to the first attribute information of the layered surrounding rock tunnel and the second attribute information of the layered surrounding rock, and further, according to the bias pressure coefficient, the reinforcement plan for the layered surrounding rock tunnel can be determined, so as to improve the safety of the layered surrounding rock tunnel.

[0010] It should be understood that the content described in this part is not intended to identify the key or important features of the embodiments of the present disclosure, nor is it used to limit the scope of the present disclosure. Other features of the present disclosure will become easily understood through the following description. Description of the Drawings

[0011] The drawings are used to better understand the solution and do not constitute a limitation to the present disclosure. Among them:

[0012] Figure 1 is an exemplary system architecture diagram to which an embodiment of the reinforcement method for a layered surrounding rock tunnel of the present disclosure can be applied;

[0013] Figure 2 is a schematic flowchart of an embodiment of the reinforcement method for a layered surrounding rock tunnel of the present disclosure;

[0014] Figure 3 is a schematic diagram of the force on the drawer model of the layered surrounding rock tunnel of the present disclosure;

[0015] Figure 4 is a schematic flowchart of another embodiment of the reinforcement method for a layered surrounding rock tunnel of the present disclosure;

[0016] Figure 5 is a schematic structural diagram of an embodiment of the reinforcement device for a layered surrounding rock tunnel of the present disclosure;

[0017] Figure 6 is a schematic structural diagram of an embodiment of the electronic device of the present disclosure. Detailed Description of the Embodiments

[0018] It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the present disclosure. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by those of ordinary skill in the technical field to which the present disclosure belongs.

[0019] Note that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments according to the present disclosure. As used herein, unless the context clearly dictates otherwise, the singular forms are also intended to include the plural forms. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they specify the presence of the stated features, steps, operations, devices, components, and / or combinations thereof.

[0020] In the case of no conflict, the embodiments in the present disclosure and the features in the embodiments may be combined with each other.

[0021] In order to make the technical solutions and advantages of the present disclosure more clear and understandable, the following further describes the present disclosure in detail with reference to the accompanying drawings and specific embodiments.

[0022] Figure 1 An exemplary system architecture 100 is shown, which can apply the embodiments of the reinforcement method for a layered surrounding rock tunnel or the reinforcement device for a layered surrounding rock tunnel according to the present disclosure.

[0023] As Figure 1 shown, the system architecture 100 may include terminal devices 101, 102, 103, a network 104, and a server 105. The network 104 is used to provide a medium for communication links between the terminal devices 101, 102, 103 and the server 105. The network 104 may include various connection types, such as wired, wireless communication links, or fiber optic cables, etc.

[0024] Users can use the terminal devices 101, 102, 103 to interact with the server 105 through the network 104 to receive or send messages, etc. Various communication client applications may be installed on the terminal devices 101, 102, 103, such as data processing applications, or tunnel simulation applications, etc.

[0025] The terminal devices 101, 102, 103 may be hardware or software. When the terminal devices 101, 102, 103 are hardware, they may be various electronic devices, including but not limited to smart phones, tablet computers, in-vehicle computers, laptop computers, and desktop computers, etc. When the terminal devices 101, 102, 103 are software, they may be installed in the above-listed electronic devices. It may be implemented as multiple software or software modules (for example, to provide distributed services), or may be implemented as a single software or software module. No specific limitation is made here.

[0026] The server 105 can be a server that provides various services. For example, it can be a background server that supports tunnel simulation applications installed on the terminal devices 101, 102, and 103. The background server can obtain the attribute information of the layered surrounding rock tunnel and the attribute information of the layered surrounding rock from each of the terminal devices 101, 102, and 103, further determine the reinforcement plan for the layered surrounding rock tunnel, and feedback the reinforcement plan to each of the terminal devices 101, 102, and 103.

[0027] It should be noted that the server 105 can be hardware or software. When the server 105 is hardware, it can be implemented as a distributed server cluster composed of multiple servers or as a single server. When the server 105 is software, it can be implemented as multiple software or software modules (for example, used to provide distributed services) or as a single software or software module. No specific limitation is made here.

[0028] It should be noted that the reinforcement method for the layered surrounding rock tunnel provided in the embodiments of the present disclosure can be executed by each of the terminal devices 101, 102, and 103, or can be executed by the server 105. Correspondingly, the reinforcement device for the layered surrounding rock tunnel can be set in each of the terminal devices 101, 102, and 103, or can be set in the server 105.

[0029] It should be understood that Figure 1 the numbers of the terminal devices, the network, and the server in

[0030] Figure 2 show a process 200 of an embodiment of the reinforcement method for the layered surrounding rock tunnel of the present disclosure. As Figure 2 shown, the reinforcement method for the layered surrounding rock tunnel in this embodiment can include the following steps:

[0031] Step 201, obtain the first attribute information of the layered surrounding rock tunnel.

[0032] In this embodiment, the execution subject of the reinforcement method for the layered surrounding rock tunnel (such as Figure 1 the server 105 or the terminal devices 101, 102, and 103 shown) can obtain the first attribute information of the layered surrounding rock tunnel. Here, the layered surrounding rock tunnel can be a completed tunnel, a to-be-built tunnel, or a tunnel under construction. The first attribute information can include the buried depth, height, etc. of the layered surrounding rock tunnel. The first attribute information can be obtained from the design information of the layered surrounding rock tunnel.

[0033] Step 202, determine the second attribute information of the layered surrounding rock.

[0034] In this embodiment, the executing entity can also determine the second attribute information of the layered surrounding rock. Here, the second attribute information can be obtained by sampling and analyzing the layered surrounding rock. The second attribute information can include the dip angle of the rock stratum, the internal friction angle of the rock stratum, the height of the rock stratum, and so on. Here, the dip angle refers to the angle between the rock stratum and the horizontal plane. The internal friction angle refers to the inclination angle of the shear strength line in the σ-τ coordinate plane, which reflects the magnitude of the internal friction force between the particles inside the soil or rock. The larger the internal friction angle, the higher the strength. The height of the rock stratum can be the height of the rock stratum in the vertical direction, which can be determined according to the distance between adjacent rock strata and the dip angle.

[0035] Step 203: Determine the bias pressure coefficient of the tunnel in the layered surrounding rock according to the first attribute information and the second attribute information.

[0036] After obtaining the above first attribute information and second attribute information, the bias pressure coefficient of the tunnel in the layered surrounding rock can be calculated based on the two. Here, the bias pressure coefficient can characterize whether a part of the tunnel in the layered surrounding rock is subjected to lateral pressure. Specifically, the parameters in the first attribute information and the second attribute information can be substituted into a pre-derived formula to obtain the bias pressure coefficient.

[0037] When a tunnel is excavated in the layered surrounding rock, a new free face is formed, providing a deformation space for the deformation of the layered surrounding rock. Since the tunnel excavation space is a limited and narrow space, the range of the surrounding rock that deforms is also limited. According to the deformation characteristics of the tunnel in the layered surrounding rock, a mechanical model of deformation and failure of the tunnel in the layered surrounding rock - the drawer model (see Figure 3 ) is proposed. Under the cutting of the vertical bedding fissures, the layered surrounding rock is easily cut into blocky rock masses. The sliding deformation of the blocky rock masses towards the tunnel free face will form a lateral pressure on the tunnel structure, resulting in the deformation and even failure of the tunnel structure. The deformation of the blocky surrounding rock towards the tunnel free face is similar to pulling a drawer, so the drawer model is used in this article to reveal the deformation and failure mechanism of the tunnel in the layered surrounding rock.

[0038] The size of the drawer model is affected by factors such as the tunnel excavation size, the thickness of the layered surrounding rock layer, and the fissure development. In this embodiment, it is assumed that the height of the drawer model is H 1 , the width is L 1 , and the longitudinal length is s. It is assumed that the sliding force of the drawer is F 1 . Since the upper and lower layers of the drawer are both stable, the anti-sliding resistances F 2 and F 3 of the upper and lower layers are in the opposite direction to the sliding force F 1 .

[0039] According to the force characteristics of the drawer model, the basic condition for the occurrence of geological bias pressure in the layered surrounding rock is:

[0040] F 1 > F 2 + F3 .

[0041] Where F 1 is the downward sliding force of the drawer, F 2 is the anti-sliding force of the upper surface, and F 3 is the anti-sliding force of the lower surface.

[0042] When the downward sliding force is less than the anti-sliding force, that is, F 1 < F 2 + F 3 , according to the equilibrium theory, there is no lateral pressure of the rock on the tunnel lining structure. The surrounding rock remains stable and will not slide along the bedding plane. Therefore, the tunnel lining structure will not be affected by geological lateral pressure.

[0043] When the downward sliding force is equal to the anti-sliding force, that is, F 1 = F 2 + F 3 , according to the equilibrium theory, it is in the limit equilibrium state at this time, and there is no lateral pressure of the rock on the tunnel lining structure. Although the surrounding rock has a tendency to slide downward, it is balanced by the anti-sliding force. However, any external disturbance will break the balance and cause the generation of geological lateral pressure.

[0044] When the downward sliding force is greater than the anti-sliding force, that is, F 1 > F 2 + F 3 , according to the equilibrium theory, at this time the rock has a tendency to slide downward, and the tunnel lining needs to provide a certain amount of support to balance the surrounding rock. There is a lateral pressure on the tunnel lining, that is, the pressure on the side with the downward sliding force is greater than the other side without the downward sliding force, thus causing an asymmetric load on the tunnel lining structure and triggering structural deformation or even damage.

[0045] Step 204, determine the reinforcement plan for the layered surrounding rock tunnel according to the lateral pressure coefficient.

[0046] In this embodiment, different values of the lateral pressure coefficient can represent different situations. For example, when the lateral pressure coefficient is greater than the preset threshold, it can be considered that the downward sliding force is greater than the anti-sliding force. When the lateral pressure coefficient is equal to the preset threshold, it can be considered that the downward sliding force is equal to the anti-sliding force. When the lateral pressure coefficient is less than the preset threshold, it can be considered that the downward sliding force is less than the anti-sliding force.

[0047] If it is determined according to the lateral pressure coefficient that the downward sliding force is greater than or equal to the anti-sliding force, then a support structure needs to be used to support the layered surrounding rock tunnel. The supporting capacity of the selected support structure needs to be determined according to the magnitude of the lateral pressure coefficient. If it is determined according to the lateral pressure coefficient that the downward sliding force is less than the anti-sliding force, then there is no need to use a support structure to support the layered surrounding rock tunnel. The reinforcement plan is to inspect the layered surrounding rock tunnel at preset intervals, etc.

[0048] The reinforcement method for a layered surrounding rock tunnel provided by the above embodiments of the present disclosure can determine the bias pressure coefficient of the layered surrounding rock tunnel according to the first attribute information of the layered surrounding rock tunnel and the second attribute information of the layered surrounding rock, and further determine the reinforcement scheme of the layered surrounding rock tunnel according to the bias pressure coefficient, thereby improving the safety of the layered surrounding rock tunnel.

[0049] Continue to refer to Figure 4 , which shows the flow 400 of another embodiment of the reinforcement method for a layered surrounding rock tunnel according to the present disclosure. As Figure 4 shown, the method in this embodiment may include the following steps:

[0050] Step 401, obtain the first attribute information of the layered surrounding rock tunnel.

[0051] Step 402, determine the second attribute information of the layered surrounding rock.

[0052] In this embodiment, the first attribute information may include the buried depth of the layered surrounding rock tunnel, and the second attribute information may include the inclination angle of the rock layer of the layered surrounding rock, the internal friction angle of the rock layer surface, and the rock layer thickness

[0053] Step 403, substitute the buried depth, inclination angle, internal friction angle, and rock layer thickness into a preset formula to determine the bias pressure coefficient.

[0054] In this embodiment, the buried depth, inclination angle, internal friction angle, and rock layer thickness can be substituted into a preset formula to determine the bias pressure coefficient. Here, the preset formula can be

[0055]

[0056] where k is the bias pressure coefficient, α is the inclination angle of the rock layer, H 0 is the tunnel buried depth, H 1 is the rock layer thickness, and β is the internal friction angle of the rock layer.

[0057] In some alternative implementation manners of this embodiment, the above preset formula can determine the size of the preset space on the side of the layered surrounding rock tunnel according to the inclination angle of the rock layer; determine the preset formula according to the sliding force received by the preset space, the anti-sliding force received by the upper surface of the preset space, and the anti-sliding force received by the lower surface of the preset space.

[0058] In this implementation manner, it can be determined in which direction of the layered surrounding rock tunnel lateral pressure will be received according to the inclination angle of the rock layer. After determining the direction, the size of the preset space can be further determined. Here, the preset space is the drawer model. The size of the drawer model can be determined according to parameters such as the height and buried depth of the layered surrounding rock tunnel. After determining the size of the drawer model, calculations can be further performed for the drawer model.

[0059] Specifically, assume the self-weight of the drawer is G:

[0060] G = L 1 H 1 sγcosα.

[0061] In the formula, L 1 is the length of the drawer (unit: m), H 1 is the thickness of the rock stratum (unit: m), s is the longitudinal length (unit: m), γ is the unit weight of the stratum (unit: N / m 3 ), and α is the inclination angle of the rock stratum.

[0062] The sliding force F of the self-weight of the drawer 1 :

[0063] F 1 = Gsinα = L 1 H 1 sγcosαsinα.

[0064] The anti-sliding force F of the upper surface 2 :

[0065] F 2 = L 1 H 0 sγcosαtanβ.

[0066] In the formula, H 0 is the buried depth of the tunnel (unit: m), and β is the internal friction angle of the rock stratum surface.

[0067] The anti-sliding force F of the lower surface 3 :

[0068] F 3 = (H 0 + H 1 )L 1 sγcosαtanβ.

[0069] The remaining sliding force F r :

[0070] F r = F 1 - (F 2 + F 3 ) = L 1 H 1 sγcosαsinα - (2H 0 + H 1 )L 1 sγcosαtanβ.

[0071] The remaining sliding force F per unit area r ':

[0072]

[0073] Horizontal component force F of the remaining landslide force per unit area v :

[0074]

[0075] Since L 1 , γ, cosα and sinα are all positive numbers greater than 0, so the geological bias pressure coefficient k can be set, and the calculation formula of the geological bias pressure coefficient k can be obtained:

[0076]

[0077] Step 404: Determine the reinforcement area of the stratified surrounding rock tunnel according to the inclination angle of the rock stratum; in response to determining that the bias pressure coefficient is greater than or equal to the preset threshold, reinforce the reinforcement area of the stratified surrounding rock tunnel.

[0078] After determining the bias pressure coefficient, the reinforcement area of the stratified surrounding rock tunnel can be determined according to the inclination angle of the rock stratum. It can be understood that the reinforcement area here is the area corresponding to the drawer model. Then, compare the bias pressure coefficient with the preset threshold to determine the reinforcement plan and reinforce the above-mentioned reinforcement area. Specifically, the above preset threshold can be 0. If k > 0, there is geological bias pressure in the tunnel; when k < 0, there is no geological bias pressure in the tunnel; when k = 0, the tunnel is in a balanced state.

[0079] In some optional implementation manners of this embodiment, during the construction of the stratified surrounding rock tunnel, the support structure of the stratified surrounding rock tunnel can also be determined according to the above bias pressure coefficient. Specifically, the corresponding relationship between the bias pressure coefficient and the material model required for the support structure can be established in advance. After determining the bias pressure coefficient, the material model required for the support structure can be queried according to the bias pressure coefficient. Then, use the materials of the above model to build the support structure.

[0080] To analyze the influence of different parameters on geological bias pressure, a multi-condition model considering tunnel burial depth, tunnel height (rock layer thickness), rock layer dip angle, formation unit weight, and in-plane friction angle of the rock layer was established. According to Tables 1 to 3, as the in-plane friction angle of the rock layer increases, the geological bias pressure on the tunnel lining decreases until it becomes zero. This is because a larger in-plane friction angle of the rock layer increases the frictional resistance between the rock layers, resulting in an increased resistance in the sliding direction of the rock layer and a reduced sliding force towards the tunnel lining, thereby reducing the generation of geological bias pressure. According to Table 4, as the tunnel burial depth increases, the geological bias pressure on the tunnel lining decreases until it becomes zero. This is because when the tunnel burial depth is large, the binding force of gravity on the rock layer is stronger, reducing the free movement space of the rock layer and thus reducing the lateral pressure of the rock layer on the tunnel lining. According to Table 5, as the rock layer dip angle increases, the geological bias pressure on the tunnel lining increases. This is because an increase in the rock layer dip angle leads to an increase in the downward sliding component of the rock layer along the layer direction under the action of gravity, increasing the sliding force towards the tunnel lining and thus intensifying the geological bias pressure.

[0081] Table 1 Geological bias pressure values (H 0 = 20m, different β)

[0082]

[0083]

[0084] Table 2 Geological bias pressure values (H 0 = 2m, different β)

[0085]

[0086] Table 3 Geological bias pressure values (H 0 = 2m, α = 30, different β)

[0087]

[0088] Table 4 Geological bias pressure values (β = 10, α = 30, H 0 different)

[0089]

[0090] Table 5 Geological bias pressure values (H 0 = 2m, α = 30, different β)

[0091]

[0092]

[0093] The reinforcement method for layered surrounding rock tunnels provided by the above embodiments of the present disclosure can accurately calculate the geological bias pressure load in layered surrounding rock tunnels and design a more secure and reliable support structure according to the load. According to the drawer model, the surrounding rock can be reinforced at the location where geological bias occurs, making the reinforcement plan more economical and practical.

[0094] Further referring to Figure 5 , as an implementation of the methods shown in the above figures, the present disclosure provides an embodiment of a reinforcement device for layered surrounding rock tunnels. This device embodiment corresponds to Figure 2 the method embodiment shown, and this device can be specifically applied to various electronic devices.

[0095] As Figure 5 shown, the reinforcement device 500 for layered surrounding rock tunnels in this embodiment includes: a first acquisition unit 501, a second acquisition unit 502, a coefficient determination unit 503, and a tunnel reinforcement unit 504.

[0096] The first acquisition unit 501 is configured to acquire the first attribute information of the layered surrounding rock tunnel.

[0097] The second acquisition unit 502 is configured to determine the second attribute information of the layered surrounding rock.

[0098] The coefficient determination unit 503 is configured to determine the bias coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information.

[0099] The tunnel reinforcement unit 504 is configured to determine the reinforcement plan for the layered surrounding rock tunnel according to the bias coefficient.

[0100] In addition, in the technical solution of the present application, an electronic device is also proposed.

[0101] Figure 6 shows a schematic structural diagram of an electronic device provided by an embodiment of the present disclosure.

[0102] As Figure 6 shown, the electronic device may include a processor 601, a memory 602, a bus 603, and a computer program stored in the memory 602 and executable on the processor 601. Among them, the processor 601 and the memory 602 complete mutual communication through the bus 603. When the processor 601 executes the computer program, the steps of the above method are implemented, for example, including: acquiring the first attribute information of the layered surrounding rock tunnel; determining the second attribute information of the layered surrounding rock; determining the bias coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information; determining the reinforcement plan for the layered surrounding rock tunnel according to the bias coefficient.

[0103] In addition, in an embodiment of the present disclosure, a non-transitory computer-readable storage medium is further provided, on which a computer program is stored. When the computer program is executed by a processor, the steps of the above method are implemented, for example, including: obtaining first attribute information of a layered surrounding rock tunnel; determining second attribute information of the layered surrounding rock; determining a bias pressure coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information; and determining a reinforcement plan for the layered surrounding rock tunnel according to the bias pressure coefficient.

[0104] In summary, in the technical solution of the present disclosure, the bias pressure coefficient of the layered surrounding rock tunnel can be determined according to the first attribute information of the layered surrounding rock tunnel and the second attribute information of the layered surrounding rock, and further, the reinforcement plan for the layered surrounding rock tunnel can be determined according to the bias pressure coefficient, so as to improve the safety of the layered surrounding rock tunnel.

[0105] The above are only the preferred embodiments of the present disclosure and are not intended to limit the present disclosure. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present disclosure shall be included within the scope of protection of the present disclosure.

Claims

1. A reinforcement method for a layered rock tunnel, comprising: Obtaining first attribute information of layered surrounding rock tunnel; Determine the second attribute information of layered surrounding rock; Determining a bias pressure coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information; The reinforcement scheme of the layered surrounding rock tunnel is determined according to the eccentric pressure coefficient.

2. The method according to claim 1, wherein: The first attribute information includes the buried depth of the layered surrounding rock tunnel, and the second attribute information includes the inclination angle of the layered surrounding rock, the internal friction angle of the layer surface, and the thickness of the layer; as well as The determining, according to the first attribute information and the second attribute information, the bias pressure coefficient of the layered surrounding rock tunnel includes: The burial depth, the inclination angle, the internal friction angle and the rock layer thickness are substituted into a preset formula to determine the bias coefficient.

3. The method according to claim 1, wherein: Determining the reinforcement scheme of the layered surrounding rock tunnel according to the bias pressure coefficient includes: In response to determining that the bias coefficient is greater than or equal to a preset threshold, reinforcing the layered surrounding rock tunnel; In response to determining that the bias coefficient is less than the preset threshold, there is no need to reinforce the layered rock tunnel.

4. The method according to claim 3, wherein: In response to determining that the bias pressure coefficient is greater than or equal to a preset threshold, reinforcing the layered surrounding rock tunnel includes: Determining a reinforcement area of ​​the layered surrounding rock tunnel according to the inclination angle of the rock layer; In response to determining that the bias coefficient is greater than or equal to a preset threshold, the reinforced area of ​​the layered rock tunnel is reinforced.

5. The method according to claim 2, wherein: The method further comprises: Determining the size of the preset space on the side of the layered surrounding rock tunnel according to the inclination angle of the rock layer; The preset formula is determined according to the sliding force applied to the preset space, the anti-slip force applied to the upper surface of the preset space, and the anti-slip force applied to the lower surface of the preset space.

6. The method according to claim 1, wherein: The method further comprises: During the construction of the layered rock tunnel, the support structure of the layered rock tunnel is determined according to the bias coefficient.

7. A reinforcement device for a layered rock tunnel, comprising: A first acquisition unit is configured to acquire first attribute information of a layered surrounding rock tunnel; A second acquisition unit is configured to determine second attribute information of the layered surrounding rock; A coefficient determination unit, configured to determine a bias pressure coefficient of the layered surrounding rock tunnel according to the first attribute information and the second attribute information; The tunnel reinforcement unit is configured to determine a reinforcement scheme for the layered surrounding rock tunnel according to the bias coefficient.

8. An electronic device comprising a memory, a processor, a bus, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the computer program, the reinforcement method for a layered rock tunnel according to any one of claims 1 to 6 is implemented.

9. A non-transitory computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the reinforcement method for a layered rock tunnel as claimed in any one of claims 1 to 6 is implemented.

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