Tunnel pipe shed guide pipe diameter selection processing method, system and platform suitable for shallow burying and bias pressure working conditions and storage medium

Abstract

The invention discloses a tunnel pipe shed guide pipe diameter selection processing method, system, platform and storage medium suitable for shallow-buried and bias-pressure working conditions, and the method comprises the steps: constructing a first model corresponding to a tunnel under the shallow-buried and bias-pressure working conditions, and generating corresponding first data and second data based on the first model; the second data is stress data of the pipe shed and comprises transverse plane stress data of the pipe shed and longitudinal stress data of the pipe shed; analyzing and processing the second data in combination with a Pasternak two-parameter foundation theoretical model, and generating third data corresponding to the deflection of the pipe shed; on the basis of the third data, fourth data corresponding to different pipe shed guide pipe diameters are generated; wherein the fourth data are tunnel pipe shed guide pipe diameter safety range data, the system, the platform and the storage medium corresponding to the method can provide an accurate theoretical basis for pipe shed advance support under the shallow-buried and bias-pressure working conditions, and the safety of tunnel construction is guaranteed.

Description

Technical Field

[0001] The present invention belongs to the technical field of tunnel pipe shed support selection and treatment, and particularly relates to a method, system, platform and storage medium for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions. Background Art

[0002] In the construction of tunnel engineering, when in the shallow-buried and eccentric pressure condition, due to factors such as uneven distribution of overlying surrounding rock pressure and terrain eccentric pressure, the stability of the tunnel faces great challenges. Pipe shed advanced support is a commonly used reinforcement method, and the reasonable selection of the pipe diameter of the pipe shed ducts is crucial for ensuring the pipe shed support effect and improving the safety and stability of tunnel construction. However, currently, in the selection of the pipe diameter of the pipe shed ducts, there is a lack of a systematic, accurate and reliable theory-based method, mostly relying on empirical judgment, and it is difficult to meet the construction requirements under complex geological conditions.

[0003] Therefore, aiming at the above technical problems and defects that currently in the selection of the pipe diameter of the pipe shed ducts, there is a lack of a systematic, accurate and reliable theory-based method, mostly relying on empirical judgment, and it is difficult to meet the construction requirements under complex geological conditions, it is urgent to design and develop a method, system, platform and storage medium for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions. Summary of the Invention

[0004] To overcome the deficiencies and difficulties of the above-mentioned prior art, the purpose of the present invention is to provide a method, system, platform and storage medium for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions, providing an accurate theoretical basis for the pipe shed advanced support in shallow-buried and eccentric pressure conditions, and effectively improving the safety and stability of tunnel construction.

[0005] The first object of the present invention is to provide a method for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions; the second object of the present invention is to provide a system for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions; the third object of the present invention is to provide a platform for selecting and treating the pipe diameter of tunnel pipe shed ducts suitable for shallow-buried and eccentric pressure conditions; the fourth object of the present invention is to provide a computer-readable storage medium.

[0006] The first object of the present invention is achieved as follows: The method includes:

[0007] Construct a first model corresponding to the tunnel under shallow-buried and eccentric pressure conditions, and respectively generate corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe shed stress data, including pipe shed transverse plane stress data and pipe shed longitudinal stress data;

[0008] Combined with the Pasternak two-parameter subgrade theory model, analyze and process the second data, and generate third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data;

[0009] Based on the third data, generate fourth data corresponding to different pipe shed catheter diameters; wherein, the fourth data is the safe range data of the tunnel pipe shed catheter diameter.

[0010] Further, the step of combining the Pasternak two-parameter subgrade theory model, analyzing and processing the second data, and generating third data corresponding to the deflection of the pipe shed further includes:

[0011] Generate fifth data corresponding to the pipe shed along the tunnel excavation direction; wherein, the fifth data is the support section data, including the supported section data, the excavated and unsupported section data, the disturbed area data of the unexcavated section, and the undisturbed area data of the unexcavated section;

[0012] Combine the Pasternak two-parameter subgrade theory model to generate sixth data corresponding to the fifth data; wherein, the sixth data is the constraint reaction force data of the elastic subgrade acting on the beam per unit length.

[0013] Further, the step of combining the Pasternak two-parameter subgrade theory model, analyzing and processing the second data, and generating third data corresponding to the deflection of the pipe shed further includes:

[0014] According to the third data, generate seventh data corresponding to different regions of the pipe shed under the bias terrain; wherein, the seventh data is the longitudinal internal force data, including bending moment data and shear force data;

[0015] According to the third data, generate eighth data corresponding to different regions of the pipe shed under the bias terrain; wherein, the eighth data is the deformation data, including deflection data and rotation angle data.

[0016] Further, the step of generating fourth data corresponding to different pipe shed catheter diameters based on the third data further includes:

[0017] Generate and obtain ninth data corresponding to different pipe shed catheter diameters; wherein, the ninth data is the pipe shed physical parameter data;

[0018] Based on the ninth data, generate tenth data corresponding to different pipe shed deflections; wherein, the tenth data is the eigenvalue data and the root data of the characteristic equation corresponding to the pipe shed characteristics.

[0019] Further, the step of generating fourth data corresponding to different pipe shed catheter diameters based on the third data further includes:

[0020] Generate and obtain the eleventh data corresponding to the change in the diameter of the pipe shed conduit; wherein, the eleventh data is the mechanical influence data of the pipe shed.

[0021] Based on the eleventh data and in combination with the fourth data, generate the twelfth data corresponding to the tunnel under the shallow-buried and eccentric pressure condition; wherein, the twelfth data is the prediction data of the pipe shed advanced support.

[0022] The second object of the present invention is achieved as follows: The system is used to implement the method for selecting the diameter of the pipe shed conduit for a tunnel suitable for the shallow-buried and eccentric pressure condition, and the system includes:

[0023] A construction generation unit, configured to construct a first model corresponding to the tunnel under the shallow-buried and eccentric pressure condition, and respectively generate corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is the overlying surrounding rock pressure data; the second data is the pipe shed stress data, including the pipe shed lateral plane stress data and the pipe shed longitudinal stress data.

[0024] A first data generation unit, configured to analyze and process the second data in combination with the Pasternak two-parameter foundation theory model, and generate the third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data.

[0025] A second data generation unit, configured to generate the fourth data corresponding to different pipe shed conduit diameters based on the third data; wherein, the fourth data is the safe range data of the pipe shed conduit diameter of the tunnel.

[0026] Further, the first data generation unit further includes:

[0027] A first generation module, configured to generate the fifth data corresponding to the pipe shed along the tunnel excavation direction; wherein, the fifth data is the support section data, including the supported section data, the excavated and unsupported section data, the disturbed area data of the unexcavated section, and the undisturbed area data of the unexcavated section.

[0028] A second generation module, configured to generate the sixth data corresponding to the fifth data in combination with the Pasternak two-parameter foundation theory model; wherein, the sixth data is the constraint reaction force data of the elastic foundation acting on the beam per unit length.

[0029] And / or, the second data generation unit further includes:

[0030] A third generation module, configured to generate and obtain the ninth data corresponding to different pipe shed conduit diameters; wherein, the ninth data is the pipe shed physical parameter data.

[0031] A fourth generation module, configured to generate tenth data corresponding to different pipe roof deflections based on the ninth data; wherein the tenth data is eigenvalue data and characteristic equation root data corresponding to pipe roof characteristics.

[0032] Further, the first data generation unit further includes:

[0033] A fifth generation module, configured to generate seventh data corresponding to different regions of the pipe roof under a bias terrain according to the third data; wherein the seventh data is longitudinal internal force data, including bending moment data and shear force data;

[0034] A sixth generation module, configured to generate eighth data corresponding to different regions of the pipe roof under a bias terrain according to the third data; wherein the eighth data is deformation data, including deflection data and rotation angle data;

[0035] And / or, the second data generation unit further includes:

[0036] A seventh generation module, configured to generate and obtain eleventh data corresponding to the change in the pipe diameter of the pipe roof conduit; wherein the eleventh data is mechanical influence data on the pipe roof.

[0037] An eighth generation module, configured to generate twelfth data corresponding to the tunnel under a shallow-buried and bias condition based on the eleventh data and in combination with the fourth data; wherein the twelfth data is prediction data for the advanced support of the pipe roof.

[0038] The third object of the present invention is achieved as follows: It includes a processor, a memory, and a tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition; wherein when the processor executes the tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition, the tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition is stored in the memory, and the tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition implements the tunnel pipe roof conduit diameter selection processing method suitable for a shallow-buried and bias condition.

[0039] The fourth object of the present invention is achieved as follows: The computer-readable storage medium stores a tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition, and the tunnel pipe roof conduit diameter selection processing platform control program suitable for a shallow-buried and bias condition implements the tunnel pipe roof conduit diameter selection processing method suitable for a shallow-buried and bias condition.

[0040] The present invention constructs a first model corresponding to the shallow-buried and eccentric loading condition of the tunnel through a method, and respectively generates corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is the overlying surrounding rock pressure data; the second data is the force data of the pipe shed, including the lateral plane force data of the pipe shed and the longitudinal force data of the pipe shed; combining with the Pasternak two-parameter foundation theory model, analyzing and processing the second data, and generating third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data; based on the third data, generating fourth data corresponding to different pipe diameters of the pipe shed conduits; wherein, the fourth data is the safe range data of the pipe diameters of the tunnel pipe shed conduits, as well as a system, a platform and a storage medium corresponding to the method, which can provide an accurate theoretical basis for the advanced support of the pipe shed under the shallow-buried and eccentric loading condition and ensure the safety of tunnel construction.

[0041] That is to say, the solution of the present application can accurately set the safe range of the conduit diameter by systematically analyzing the influence of the diameter change on the mechanical properties of the pipe shed. Construction personnel can select the pipe shed conduits with appropriate diameters according to this safe range to ensure that the pipe shed can effectively play a supporting role under the shallow-buried and eccentric loading condition, greatly improving the safety and stability during tunnel construction and reducing the risk of engineering accidents such as tunnel collapse caused by improper selection of the diameter. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following will briefly introduce the drawings required for the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present invention, and those of ordinary skill in the art can also obtain other drawings based on these drawings without creative efforts.

[0043] Figure 1 It is a schematic diagram of the flow steps of a method for selecting and processing the pipe diameter of a tunnel pipe shed suitable for the shallow-buried and eccentric loading condition of the present invention;

[0044] Figure 2 It is a schematic diagram of the flow steps of an embodiment of a method for selecting and processing the pipe diameter of a tunnel pipe shed suitable for the shallow-buried and eccentric loading condition of the present invention;

[0045] Figure 3 It is a schematic diagram of the system architecture of a system for selecting and processing the pipe diameter of a tunnel pipe shed suitable for the shallow-buried and eccentric loading condition of the present invention;

[0046] Figure 4 It is a schematic diagram of the platform architecture of a platform for selecting and processing the pipe diameter of a tunnel pipe shed suitable for the shallow-buried and eccentric loading condition of the present invention;

[0047] Figure 5 It is a schematic diagram of the architecture of a computer-readable storage medium in an embodiment of the present invention. Detailed implementation manners

[0048] For a better understanding of the objectives, technical solutions and advantages of the present invention, the following further describes the present invention in conjunction with the accompanying drawings and specific implementation manners. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification.

[0049] The present invention can also be implemented or applied through other different specific examples. Various details in this specification can also be modified and changed based on different viewpoints and applications without departing from the spirit of the present invention.

[0050] It should be noted that if there are directional indications (such as up, down, left, right, front, back...) involved in the embodiments of the present invention, then such directional indications are only used to explain the relative positional relationship and movement conditions between components in a specific posture (as shown in the accompanying drawings). If this specific posture changes, then the directional indications will also change accordingly.

[0051] In addition, if there are descriptions such as "first", "second", etc. involved in the embodiments of the present invention, then such descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the quantity of the indicated technical features. Thus, the features defined with "first", "second" may explicitly or implicitly include at least one such feature. Secondly, the technical solutions between various embodiments can be combined with each other, but it must be based on the fact that those skilled in the art can implement it. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the protection scope required by the present invention.

[0052] Preferably, a method for selecting the pipe diameter of a tunnel pipe shed duct suitable for shallow-buried and bias-pressure working conditions of the present invention is applied to one or more terminals or servers. The terminal is a device that can automatically perform numerical calculations and / or information processing according to pre-set or stored instructions, and its hardware includes but is not limited to a microprocessor, an application specific integrated circuit (ASIC), a field-programmable gate array (FPGA), a digital signal processor (DSP), an embedded device, etc.

[0053] The terminal can be a computing device such as a desktop computer, a notebook, a palm computer, and a cloud server. The terminal can interact with the customer through a keyboard, a mouse, a remote control, a touchpad, a voice control device, etc.

[0054] The present invention realizes a method, a system, a platform and a storage medium for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions.

[0055] As Figure 1 shown, it is a flowchart of a method for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions provided by an embodiment of the present invention.

[0056] In this embodiment, the method for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions can be applied to a terminal with a display function or a fixed terminal. The terminal is not limited to a personal computer, a smart phone, a tablet computer, a desktop computer or an all-in-one computer equipped with a camera, etc.

[0057] The method for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions can also be applied to a hardware environment composed of a terminal and a server connected to the terminal through a network. The network includes but is not limited to: a wide area network, a metropolitan area network or a local area network. The method for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions in the embodiment of the present invention can be executed by the server, can also be executed by the terminal, or can be jointly executed by the server and the terminal.

[0058] For example, for a terminal that needs to perform processing on the pipe diameter selection of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions, the function of selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions provided by the method of the present invention can be directly integrated on the terminal, or a client for implementing the method of the present invention can be installed. Again, the method provided by the present invention can also run on devices such as a server in the form of a software development kit (SDK), and an interface for providing the function of selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions is provided in the form of the SDK. The terminal or other devices can implement the function of selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions through the provided interface. The present invention will be further described below with reference to the accompanying drawings.

[0059] As Figure 1 - Figure 2 shown, the present invention provides a method for selecting the pipe diameter of a tunnel pipe shed conduit suitable for shallow-buried and eccentric-pressure working conditions. The method includes the following steps:

[0060] S01. Construct a first model corresponding to the tunnel under shallow-buried and eccentric-pressure working conditions, and respectively generate corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe shed stress data, including pipe shed lateral plane stress data and pipe shed longitudinal stress data;

[0061] S02. Analyze and process the second data in combination with the Pasternak two-parameter subgrade theory model, and generate third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data.

[0062] S03. Generate fourth data corresponding to different pipe shed conduit diameters based on the third data; wherein, the fourth data is the safe range data of the tunnel pipe shed conduit diameter.

[0063] The step of analyzing and processing the second data in combination with the Pasternak two-parameter subgrade theory model and generating third data corresponding to the deflection of the pipe shed further includes:

[0064] S021. Generate fifth data corresponding to the pipe shed along the tunnel excavation direction; wherein, the fifth data is the support section data, including the supported section data, the unexcavated and unsupported section data, the disturbed area data of the unexcavated section, and the undisturbed area data of the unexcavated section.

[0065] S022. Generate sixth data corresponding to the fifth data in combination with the Pasternak two-parameter subgrade theory model; wherein, the sixth data is the constraint reaction force data of the elastic subgrade acting on the beam per unit length.

[0066] The step of analyzing and processing the second data in combination with the Pasternak two-parameter subgrade theory model and generating third data corresponding to the deflection of the pipe shed further includes:

[0067] S023. Generate seventh data corresponding to different regions of the pipe shed under the bias terrain according to the third data; wherein, the seventh data is the longitudinal internal force data, including bending moment data and shear force data.

[0068] S024. Generate eighth data corresponding to different regions of the pipe shed under the bias terrain according to the third data; wherein, the eighth data is the deformation data, including deflection data and rotation angle data.

[0069] The step of generating fourth data corresponding to different pipe shed conduit diameters based on the third data further includes:

[0070] S031. Generate and obtain ninth data corresponding to different pipe shed conduit diameters; wherein, the ninth data is the pipe shed physical parameter data.

[0071] S032. Generate tenth data corresponding to different pipe shed deflections based on the ninth data; wherein, the tenth data is the eigenvalue data and the root data of the characteristic equation corresponding to the pipe shed characteristics.

[0072] The step of generating fourth data corresponding to different pipe shed conduit diameters based on the third data further includes:

[0073] S033. Generate and obtain the eleventh data corresponding to the change in the diameter of the pipe shed ducts; wherein, the eleventh data is the mechanical influence data of the pipe shed.

[0074] S034. Based on the eleventh data and in combination with the fourth data, generate the twelfth data corresponding to the tunnel under the shallow-buried and eccentric loading condition; wherein, the twelfth data is the prediction data of the pipe shed advanced support.

[0075] Specifically, in the embodiment of the present invention, a method for selecting the diameter of the pipe shed ducts of a tunnel under the shallow-buried and eccentric loading condition is provided, including the following steps:

[0076] Assume the overall mechanical model of the shallow-buried tunnel under the eccentric terrain, and deduce the overlying rock pressure; according to the Pasternak two-parameter foundation theory model, analyze the lateral plane force and longitudinal force of the tunnel pipe shed when it is under the eccentric terrain.

[0077] Solve the deflection differential equation of the pipe shed to obtain the integration constants, and deduce the analytical expressions of the longitudinal internal force and deformation of the pipe shed under the eccentric terrain.

[0078] Based on the above expressions, change the diameter of the ducts, obtain the physical parameters of the pipe shed under different diameters, and thus calculate the eigenvalues and roots of the characteristic equation of the pipe shed characteristic equation in different pipe shed deflection differential equations.

[0079] Select the mechanical influence of the change in the diameter of the pipe shed ducts, set the safety range of the duct diameter, and provide an accurate theoretical basis for the pipe shed advanced support under the shallow-buried and eccentric loading condition.

[0080] The above-mentioned overlying rock pressure correction calculation method combines the "code modification method" and refers to the commonly used correction method in engineering design, "Code for Design of Railway Tunnels".

[0081] Combined with the Pasternak two-parameter foundation theory model, the longitudinal force analysis step includes: dividing the pipe shed along the tunnel excavation direction into the supported section, the excavated and unsupported section, the disturbed area of the unexcavated section, and the undisturbed area of the unexcavated section; using the Pasternak foundation model to simulate the interaction between the pipe shed and the surrounding rock, assuming that the pipe shed is constrained by an elastic foundation, and assuming that there is a shear action between the springs on the basis of the Winkler elastic foundation model, and deducing the restraint reaction force of the elastic foundation acting on the beam per unit length.

[0082] The step of solving the deflection differential equation of the pipe shed includes: solving the deflection differential equation of the excavated and unsupported section of the tunnel as:

[0083]

[0084] Wherein, E is the equivalent elastic modulus of the pipe shed; I is the moment of inertia of the pipe shed cross-section; ω OB (x) is the deflection of the pipe shed in the OB section at position x; b is the equivalent width of the foundation shear layer; q(x) is the overlying surrounding rock pressure per unit length of the OB section.

[0085] The general solution is:

[0086]

[0087] Wherein, x is the position variable along the length direction of the pipe shed; π1, π2, π3, π4 are integral constants, which are determined by satisfying the boundary conditions to ensure that the deflection equation can accurately describe the actual deformation behavior of the pipe shed.

[0088] The differential equation of deflection for the disturbed section of the unexcavated section in front of the heading face is solved as:

[0089]

[0090] Wherein, ω BC (x) is the deflection of the pipe shed in the BC section at position x; G P is the foundation shear modulus; k is the foundation reaction coefficient.

[0091] The general solution is:

[0092]

[0093] Among them,

[0094] Wherein, ζ1, ζ2, ζ3, ζ4 are undetermined coefficients, which are determined by satisfying the boundary conditions to ensure that the deflection equation can accurately describe the actual deformation behavior of the pipe shed; α1, α2 are material parameters related to the foundation shear modulus and the bending stiffness of the pipe shed.

[0095] The differential equation of deflection for the stable section of the unexcavated section in front of the heading face is solved as:

[0096]

[0097] The general solution is:

[0098]

[0099] Wherein, ω CD (x) is the deflection of the pipe shed in the CD section at position x.

[0100] According to the initial deflection and rotation angle conditions of the pipe shed starting point regarded as an elastic fixed end, the displacement continuity and load continuity conditions of the pipe shed under force, and the pipe shed end conditions where the displacement and rotation angle are negligible, by transforming the boundary conditions into the form of a matrix equation, the matrix equation form is solved as:

[0101]

[0102] Among them, a = L,

[0103]

[0104] In the formula, c 45 , c 55 , c 56 , c 65 , c 66 are coefficients related to the boundary conditions, which are obtained by solving the system of equations and are used to describe the deflection equation of the pipe shed in the BC section; ρ3, ρ4, ρ5, ρ6 are parameter expressions related to the bias correction method.

[0105] Solve the integral constants π1, π2, π3, π4 and ζ1, ζ2, ζ3, ζ4;

[0106] The analysis steps include: According to the integral constants, solve the longitudinal internal forces (bending moment and shear force) and deformations (deflection and rotation angle) equations of the pipe shed in different regions under the bias terrain;

[0107] For the excavated and unlined section, its deformation and internal force equations are:

[0108]

[0109] In the formula, c 45 , c 55 , c 56 , c 65 , c 66 are coefficients related to the boundary conditions, which are obtained by solving the system of equations and are used to describe the deflection equation of the pipe shed in the BC section; ρ3, ρ4, ρ5, ρ6 are parameter expressions related to the bias correction method.

[0110] For the disturbed section of the unexcavated section in front of the heading face, the deformation and internal force equations are:

[0111]

[0112] In the formula, θ BC (x) is the rotation angle of the pipe shed at position x in the BC section; M BC (x) is the bending moment of the pipe shed at position x in the BC section; V BC (x) is the shear force of the pipe shed at position x in the BC section.

[0113] For the stable section of the unexcavated section in front of the heading face, the deformation and internal force equations are:

[0114]

[0115] where, θ CD (x) is the rotation angle of the pipe shed at position x in the CD section; M CD (x) is the bending moment of the pipe shed at position x in the CD section; V CD (x) is the shear force of the pipe shed at position x in the CD section.

[0116] The steps for solving the eigenvalue of the characteristic equation of the pipe shed and the root of the characteristic equation in the different flexural differential equations of the pipe shed include: The characteristic equation of the pipe shed is:

[0117]

[0118] where, the eigenvalue of the characteristic equation of the pipe shed is:

[0119] The root of the characteristic equation of the pipe shed obtained is:

[0120] where, w(x) is the deflection of the pipe shed at position x.

[0121] Combined with the mechanical influence of the selected change in the pipe shed duct diameter on the pipe shed, the safe range of the duct diameter is set to provide an accurate theoretical basis for the advanced support of the pipe shed in the shallow-buried and bias-pressure working conditions.

[0122] The derivation of the overlying surrounding rock pressure of the shallow-buried and bias-pressure tunnel is as follows:

[0123]

[0124] where, the lateral pressure coefficients λ and λ′ on the inner and outer sides of the bias-pressure tunnel are respectively:

[0125]

[0126] where, q(x) is the pressure per unit length of the overlying surrounding rock of the tunnel at position x; γ is the unit weight of the surrounding rock; h is the vertical distance from the center point of the tunnel arch crown to the ground; h′ is the vertical distance from the intersection point of the contour line on the higher side of the tunnel arch crown and the horizontal line where the center point of the arch crown is located to the ground; H is the total buried depth of the tunnel; B is the width of the tunnel; θ is the friction angle on both sides of the rock column of the roof plate.

[0127] The acting range of the surrounding rock pressure is:

[0128]

[0129] The reaction force of the elastic foundation acting on the beam per unit length is solved as:

[0130]

[0131] where, a is the length of the primary excavation advance of the tunnel; H is the height of the upper bench; is the internal friction angle of surrounding rock.

[0132] According to the relationship between structural displacement and internal force in Bernoulli-Euler beam theory, the mechanical equilibrium equation of the beam is established as follows:

[0133]

[0134] In the formula, E is the equivalent elastic modulus of the pipe shed; I is the moment of inertia of the pipe shed cross-section; k is the coefficient of subgrade reaction; b is the equivalent width of the subgrade shear layer; q(x) is the distributed load acting on the beam.

[0135] The loads on the pipe sheds in different regions are different, and their deformation laws are also different. The deflection differential equations of the pipe sheds in different regions of the tunnel are established respectively to describe the mechanical deformation characteristics of the pipe sheds at different positions;

[0136] The solution of the deflection differential equation for the unexcavated and unsupported section is:

[0137]

[0138] The solution of the deflection differential equation for the disturbed area of the unexcavated section is:

[0139]

[0140] The solution of the deflection differential equation for the undisturbed area of the unexcavated section is:

[0141]

[0142] In the formula, ω OB (x) is the deflection of the pipe shed in the excavated section OB at position x; ω BC (x) is the deflection of the pipe shed in the disturbed area BC of the unexcavated section at position x; ω CD (x) is the deflection of the pipe shed in the undisturbed area CD of the unexcavated section at position x; q(x) is the distributed load acting on the beam.

[0143] That is to say, the embodiment of the present application provides a method for selecting the pipe diameter of the tunnel pipe shed under the shallow-buried and eccentric pressure working condition, which can provide an accurate theoretical basis for the advanced support of the pipe shed under the shallow-buried and eccentric pressure working condition and ensure the safety of tunnel construction.

[0144] On the one hand, it provides an analysis method for the force of the tunnel pipe shed under the shallow-buried and eccentric pressure working condition, including deriving the overlying rock pressure, analyzing the force of the pipe shed, solving the deflection differential equation of the pipe shed, analyzing the longitudinal internal force and deformation of the pipe shed, and calculating the eigenvalues and roots of the characteristic equation of the pipe shed. On the other hand, it provides a method for selecting the pipe diameter of the tunnel pipe shed under the shallow-buried and eccentric pressure working condition, selects the mechanical influence of the change of the pipe diameter of the pipe shed conduit, sets the safety range of the conduit diameter, and provides an accurate theoretical basis for the advanced support of the pipe shed under the shallow-buried and eccentric pressure working condition.

[0145] The modified calculation method of overlying surrounding rock pressure combines the "Code modification method" and refers to the modified method commonly used in engineering design, "Code for Design of Railway Tunnels".

[0146] The solutions for the overlying surrounding rock pressure of shallow-buried and eccentric-pressure tunnels and the lateral pressure coefficients λ and λ′ on the inner and outer sides of the eccentric-pressure tunnel are respectively:

[0147]

[0148] The solution for the vertical pressure of the overlying surrounding rock is:

[0149]

[0150] In the formula, q(x) is the pressure per unit length of the overlying surrounding rock of the tunnel at position x; γ is the unit weight of the surrounding rock; h is the vertical distance from the center point of the tunnel arch crown to the ground; h′ is the vertical distance from the intersection point of the contour line on the higher side of the tunnel arch crown and the horizontal line where the center point of the arch crown is located to the ground; H is the total burial depth of the tunnel; B is the width of the tunnel; θ is the friction angle on both sides of the roof rock column.

[0151] The longitudinal force analysis of the pipe shed is characterized in that, combined with the Pasternak two-parameter foundation theoretical model, the longitudinal force analysis steps include:

[0152] The pipe shed is divided along the tunnel excavation direction into the supported section, the excavated and unsupported section, the disturbed area of the unexcavated section, and the undisturbed area of the unexcavated section;

[0153] Combined with the Mohr-Coulomb strength criterion, the acting range of the surrounding rock pressure is determined as:

[0154]

[0155] The Pasternak foundation model is used to simulate the interaction between the pipe shed and the surrounding rock. Assuming that the pipe shed is constrained by an elastic foundation and there is a shear action between the springs on the basis of the Winkler elastic foundation model, the constraint reaction force exerted by the elastic foundation on the beam per unit length is solved as:

[0156]

[0157] In the formula, a is the length of one-time tunnel excavation footage; H is the height of the upper bench; is the internal friction angle of the surrounding rock.

[0158] According to the relationship between structural displacement and internal force in the Bernoulli-Euler beam theory, the mechanical equilibrium equation of the beam is established as:

[0159]

[0160] Wherein, E is the equivalent elastic modulus of the pipe shed; I is the moment of inertia of the pipe shed cross-section; k is the coefficient of subgrade reaction; b is the equivalent width of the subgrade shear layer; q(x) is the distributed load acting on the beam.

[0161] The loads on the pipe sheds in different regions are different, and their deformation laws also vary. The deflection differential equations of the pipe sheds in different regions of the tunnel are established respectively to describe the mechanical deformation characteristics of the pipe sheds at different positions.

[0162] The solution of the deflection differential equation for the unlined excavated section is:

[0163]

[0164] Wherein, E is the equivalent elastic modulus of the pipe shed; I is the moment of inertia of the pipe shed cross-section; ω OB (x) is the deflection of the pipe shed in the OB section at position x; b is the equivalent width of the subgrade shear layer; q(x) is the overlying rock pressure per unit length of the OB section.

[0165] The solution of the deflection differential equation for the disturbed zone of the unexcavated section is:

[0166]

[0167] The solution of the deflection differential equation for the undisturbed zone of the unexcavated section is:

[0168]

[0169] Wherein, ω OB (x) is the deflection of the pipe shed in the excavated OB section at position x; ω BC (x) is the deflection of the pipe shed in the disturbed zone BC of the unexcavated section at position x; ω CD (x) is the deflection of the pipe shed in the undisturbed zone CD of the unexcavated section at position x; q(x) is the distributed load acting on the beam.

[0170] The steps for solving the deflection differential equation of the pipe shed include:

[0171] The solution of the deflection differential equation for the excavated but unlined section of the tunnel is:

[0172]

[0173] Wherein, E is the equivalent elastic modulus of the pipe shed; I is the moment of inertia of the pipe shed cross-section; ω OB (x) is the deflection of the pipe shed in the OB section at position x; b is the equivalent width of the subgrade shear layer; q(x) is the overlying rock pressure per unit length of the OB section.

[0174] The general solution is:

[0175]

[0176] In the formula, x is the position variable along the length direction of the pipe shed; π1, π2, π3, and π4 are integral constants, which are determined by satisfying the boundary conditions to ensure that the deflection equation can accurately describe the actual deformation behavior of the pipe shed.

[0177] The differential equation of deflection for the disturbed section of the unexcavated section in front of the heading face is solved as follows:

[0178]

[0179] In the formula, ω BC (x) is the deflection of the pipe shed at position x in the BC section; G P is the foundation shear modulus; k is the foundation reaction coefficient.

[0180] The general solution is:

[0181]

[0182] Among them,

[0183] In the formula, ζ1, ζ2, ζ3, and ζ4 are undetermined coefficients, which are determined by satisfying the boundary conditions to ensure that the deflection equation can accurately describe the actual deformation behavior of the pipe shed; α1 and α2 are material parameters related to the foundation shear modulus and the bending stiffness of the pipe shed.

[0184] The differential equation of deflection for the stable section of the unexcavated section in front of the heading face is solved as follows:

[0185]

[0186] The general solution is:

[0187]

[0188] In the formula, ω CD (x) is the deflection of the pipe shed at position x in the CD section.

[0189] According to the initial deflection and rotation angle conditions of the pipe shed starting point regarded as an elastic fixed end, the displacement continuity and load continuity conditions of the pipe shed under force, and the pipe shed end conditions where the displacement and rotation angle are negligible, by transforming the boundary conditions into the form of a matrix equation.

[0190] The matrix equation is solved as follows:

[0191]

[0192] Among them, a = L,

[0193]

[0194] In the formula, c 45, c 55 , c 56 , c 65 , c 66 are coefficients related to boundary conditions, which are obtained by solving a system of equations and are used to describe the deflection equation of the pipe shed in the BC section; ρ3, ρ4, ρ5, ρ6 are parameter expressions related to the bias correction method.

[0195] Solve for the integral constants π1, π2, π3, π4 and ζ1, ζ2, ζ3, ζ4;

[0196] Analysis of the longitudinal internal forces and deformations of the pipe shed under a bias terrain, the analysis steps include:

[0197] According to the integral constants, solve the longitudinal internal force (bending moment and shear force) and deformation (deflection and rotation angle) equations of the pipe shed in different regions under the bias terrain;

[0198] For the excavated and unlined section, its deformation and internal force equations are:

[0199]

[0200] In the formula, c 45 , c 55 , c 56 , c 65 , c 66 are coefficients related to boundary conditions, which are obtained by solving a system of equations and are used to describe the deflection equation of the pipe shed in the BC section; ρ3, ρ4, ρ5, ρ6 are parameter expressions related to the bias correction method.

[0201] For the disturbed section of the unexcavated section in front of the tunnel face, the deformation and internal force equations are:

[0202]

[0203] In the formula, θ BC (x) is the rotation angle of the pipe shed at position x in the BC section; M BC (x) is the bending moment of the pipe shed at position x in the BC section; V BC (x) is the shear force of the pipe shed at position x in the BC section.

[0204] For the stable section of the unexcavated section in front of the tunnel face, the deformation and internal force equations are:

[0205]

[0206] In the formula, θ CD (x) is the rotation angle of the pipe shed at position x in the CD section; M CD (x) is the bending moment of the pipe shed at position x in the CD section; V CD(x) is the shear force of the pipe shed at position x in the CD section.

[0207] The solution steps for the eigenvalues of the characteristic equation of the pipe shed and the roots of the characteristic equation in different pipe shed deflection differential equations include:

[0208] The characteristic equation of the pipe shed is:

[0209]

[0210] Among them, the eigenvalue of the characteristic equation of the pipe shed is: The roots of the characteristic equation of the pipe shed characteristic equation obtained are:

[0211] In the formula, w(x) is the deflection of the pipe shed at position x.

[0212] Combined with the mechanical influence of the selected change in the pipe shed conduit diameter on the pipe shed, a safe range of the conduit diameter is set to provide an accurate theoretical basis for the advanced support of the pipe shed in the shallow-buried and bias-pressure working conditions.

[0213] The beneficial effects of the embodiments of the present invention compared with the prior art are as follows: In the prior art, the selection of the diameter of the pipe shed conduit mostly relies on empirical judgment and lacks a systematic and reliable theoretical method. In the embodiments of the present application, the overlying surrounding rock pressure is deduced by establishing an overall stress model of a shallow-buried tunnel under a biased pressure terrain, and a comprehensive stress analysis of the pipe shed is carried out in combination with the Pasternak two-parameter foundation theory model. The deflection differential equation of the pipe shed is strictly solved to obtain the integral constants, and then the internal force and deformation analytical formulas of the pipe shed are obtained. By changing the diameter, relevant parameters are calculated to determine the safe range of the diameter. The whole process has rigorous theoretical support and mathematical derivation, providing an accurate and scientific theoretical basis for the advanced support of the pipe shed under the shallow-buried and biased pressure conditions, and changing the uncertainty of selecting the diameter based on experience in the past. Since the reasonable selection of the diameter of the pipe shed conduit is crucial for the support effect of the pipe shed and the safety and stability of tunnel construction. By systematically analyzing the influence of the diameter change on the mechanical properties of the pipe shed, the safe range of the conduit diameter can be accurately set. Construction personnel can select the pipe shed conduit with a suitable diameter according to this safe range to ensure that the pipe shed can effectively play a supporting role under the shallow-buried and biased pressure conditions, greatly improving the safety and stability during tunnel construction, reducing the risk of engineering accidents such as tunnel collapse caused by improper diameter selection, and reducing economic losses. This method has strong generality and scalability and is not limited to specific shallow-buried and biased pressure tunnel projects. Regardless of how the geological conditions and the degree of terrain bias of the tunnel change, as long as the corresponding accurate engineering parameters, such as tunnel burial depth, surrounding rock grade, terrain slope, etc., are obtained, the method of the present application can be used to select the diameter of the pipe shed conduit. Compared with the existing diameter selection method that relies on experience and has poor pertinence, this method can adapt to various complex shallow-buried and biased pressure conditions, providing a general and effective technical means for the pipe shed support design in the field of tunnel engineering and can be widely applied to the construction of various tunnel projects.

[0214] Embodiment: To illustrate the technical solution described in the present application, the following is illustrated through specific examples. According to the method for selecting the diameter of the tunnel pipe shed conduit under the shallow-buried and biased pressure conditions, the construction of the calculation model and the calculation of relevant parameters are carried out. A comprehensive stress analysis of the pipe shed is carried out, and the deflection differential equation of the pipe shed is strictly solved to obtain the integral constants, and then the internal force and deformation analytical formulas of the pipe shed are obtained. By changing the diameter, relevant parameters are calculated to determine the safe range of the diameter.

[0215] To achieve the above object, the present invention also provides a processing system for selecting the diameter of a tunnel pipe shed conduit suitable for the shallow-buried and biased pressure conditions, as Figure 3 shown. The system is applied to the method for selecting the diameter of the tunnel pipe shed conduit suitable for the shallow-buried and biased pressure conditions. The system includes:

[0216] A construction generation unit for constructing a first model corresponding to the shallow-buried and bias-pressure working condition of a tunnel, and generating corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe-roof stress data, including pipe-roof lateral plane stress data and pipe-roof longitudinal stress data;

[0217] A first data generation unit for analyzing and processing the second data in combination with the Pasternak two-parameter foundation theory model, and generating third data corresponding to the deflection of the pipe-roof; wherein, the third data is integral constant data;

[0218] A second data generation unit for generating fourth data corresponding to different pipe-roof conduit diameters based on the third data; wherein, the fourth data is the safety range data of the tunnel pipe-roof conduit diameter.

[0219] The first data generation unit further includes:

[0220] A first generation module for generating fifth data corresponding to the pipe-roof along the tunnel excavation direction; wherein, the fifth data is support section data, including supported section data, excavated and unsupported section data, disturbed area data of the unexcavated section, and undisturbed area data of the unexcavated section;

[0221] A second generation module for generating sixth data corresponding to the fifth data in combination with the Pasternak two-parameter foundation theory model; wherein, the sixth data is the constraint reaction force data of the elastic foundation acting on the beam per unit length.

[0222] And / or, the second data generation unit further includes:

[0223] A third generation module for generating and obtaining ninth data corresponding to different pipe-roof conduit diameters; wherein, the ninth data is pipe-roof physical parameter data;

[0224] A fourth generation module for generating tenth data corresponding to different pipe-roof deflections based on the ninth data; wherein, the tenth data is eigenvalue data and characteristic equation root data corresponding to the pipe-roof characteristics.

[0225] The first data generation unit further includes:

[0226] A fifth generation module for generating seventh data corresponding to different regions of the pipe-roof under bias-pressure terrain according to the third data; wherein, the seventh data is longitudinal internal force data, including bending moment data and shear force data;

[0227] A sixth generation module, configured to generate eighth data corresponding to different regions of the pipe shed under a bias terrain according to the third data; wherein, the eighth data is deformation data, including deflection data and rotation angle data;

[0228] And / or, the second data generation unit further includes:

[0229] A seventh generation module, configured to generate and obtain eleventh data corresponding to the change in the pipe diameter of the pipe shed conduit; wherein, the eleventh data is mechanical influence data on the pipe shed;

[0230] An eighth generation module, configured to generate twelfth data corresponding to the tunnel under a shallow-buried bias working condition based on the eleventh data and in combination with the fourth data; wherein, the twelfth data is prediction data for the advanced support of the pipe shed.

[0231] In the embodiment of the system solution of the present invention, the method steps involved in the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition have been elaborated above. That is to say, the functional modules in the system are used to implement the steps or sub-steps in the above method embodiment, which will not be elaborated here.

[0232] To achieve the above object, the present invention further provides a processing platform for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition, as Figure 4 shown, including a processor, a memory, and a control program for the processing platform for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition; wherein, when the processor executes the control program for the processing platform for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition, the control program for the processing platform for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition is stored in the memory, and the control program for the processing platform for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition implements the method steps of the processing method for the selection and processing of the pipe diameter of the tunnel pipe shed conduit suitable for the shallow-buried bias working condition. That is, a device for analyzing and calculating the safety thickness of pipe shed grouting applicable to the disturbed area of the tunnel face is also provided, including a memory, a processor, and a computer program stored in the memory and executable on the processor. It is characterized in that when the processor executes the computer program, the steps of the method for analyzing the safety thickness of the pipe shed grouting are implemented. For example:

[0233] S01. Construct a first model corresponding to the tunnel under a shallow-buried bias working condition, and respectively generate corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe shed stress data, including pipe shed lateral plane stress data and pipe shed longitudinal stress data;

[0234] S02. Combine with the Pasternak two-parameter subgrade theory model, analyze and process the second data, and generate third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data;

[0235] S03. Based on the third data, generate fourth data corresponding to different pipe shed conduit diameters; wherein, the fourth data is the safe range data of the tunnel pipe shed conduit diameter.

[0236] The specific details of the steps have been elaborated above and will not be repeated here.

[0237] In the embodiment of the present invention, the processor built in the tunnel pipe shed conduit diameter selection and processing platform suitable for shallow-buried and eccentric pressure working conditions can be composed of integrated circuits. For example, it can be composed of a single packaged integrated circuit, or can be composed of multiple integrated circuits with the same or different functions packaged, including one or more central processing units (CPU), microprocessors, digital processing chips, graphics processors, and combinations of various control chips, etc. The processor uses various interfaces and lines to connect to each component, and by running or executing the programs or units stored in the memory, and calling the data stored in the memory, to perform various functions and process data for the tunnel pipe shed conduit diameter selection and processing suitable for shallow-buried and eccentric pressure working conditions;

[0238] The memory is used to store program codes and various data, installed in the tunnel pipe shed conduit diameter selection and processing platform suitable for shallow-buried and eccentric pressure working conditions, and realizes the high-speed and automatic access of programs or data during operation. The memory includes read-only memory (ROM), random access memory (RAM), programmable read-only memory (PROM), erasable programmable read-only memory (EPROM), one-time programmable read-only memory (OTPROM), electrically-erasable programmable read-only memory (EEPROM), compact disc read-only memory (CD-ROM) or other optical disc memories, magnetic disk memories, tape memories, or any other computer-readable medium capable of carrying or storing data.

[0239] To achieve the above object, the present invention also provides a computer-readable storage medium, such as Figure 5 shown, the computer-readable storage medium stores a control program for a tunnel pipe shed conduit diameter selection processing platform suitable for shallow-buried and bias-pressure working conditions. The control program for the tunnel pipe shed conduit diameter selection processing platform suitable for shallow-buried and bias-pressure working conditions realizes the steps of the tunnel pipe shed conduit diameter selection processing method suitable for shallow-buried and bias-pressure working conditions; that is, a computer-readable storage medium is provided, and the computer-readable storage medium stores a computer program, characterized in that when the computer program is executed by a processor, the steps of analyzing the safety thickness of pipe shed grouting are realized; for example:

[0240] S01. Construct a first model corresponding to the tunnel under shallow-buried and bias-pressure working conditions, and respectively generate corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe shed stress data, including pipe shed transverse plane stress data and pipe shed longitudinal stress data;

[0241] S02. Combine the Pasternak two-parameter foundation theory model, analyze and process the second data, and generate third data corresponding to the deflection of the pipe shed; wherein, the third data is integral constant data;

[0242] S03. Generate fourth data corresponding to different pipe shed conduit diameters based on the third data; wherein, the fourth data is the safety range data of the tunnel pipe shed conduit diameter.

[0243] The specific details of the steps have been described above and will not be repeated here.

[0244] In the description of the embodiments of the present invention, it should be noted that any process or method description in the flowchart or described in other ways herein can be understood as representing a module, segment, or part of executable instructions including one or more steps for implementing a specific logical function or process, and the scope of the preferred embodiments of the present invention includes additional implementations, where the functions can be executed in a substantially simultaneous manner or in an opposite order according to the involved functions, rather than in the order shown or discussed, which should be understood by those skilled in the art to which the embodiments of the present invention belong.

[0245] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a definitional sequence list of executable instructions for implementing logical functions, and can be specifically implemented in any computer-readable medium for use by an instruction execution system, apparatus, or device (such as a computer-based system, a system including a processing module, or other systems that can fetch and execute instructions from the instruction execution system, apparatus, or device), or in conjunction with these instruction execution systems, apparatuses, or devices. For the purposes of this specification, a "computer-readable medium" can be any device that can contain, store, communicate, propagate, or transmit a program for use by or in conjunction with an instruction execution system, apparatus, or device. More specific examples (a non-exhaustive list) of computer-readable media include the following: an electrical connection portion with one or more wirings (electronic device), a portable computer diskette (magnetic device), a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber device, and a portable compact disc read-only memory (CDROM). Additionally, a computer-readable medium can even be paper or other suitable media on which the program can be printed, because the program can be obtained electronically, for example, by optically scanning the paper or other media, followed by editing, interpretation, or other suitable processing as necessary, and then stored in a computer memory.

[0246] The present invention constructs a first model corresponding to the shallow-buried and bias-pressure working condition of a tunnel through a method, and respectively generates corresponding first data and second data based on the first model; wherein, the first model is an overall stress model; the first data is overlying surrounding rock pressure data; the second data is pipe-roof stress data, including pipe-roof lateral plane stress data and pipe-roof longitudinal stress data; combining with the Pasternak two-parameter foundation theory model, analyzing and processing the second data, and generating third data corresponding to the deflection of the pipe-roof; wherein, the third data is integral constant data; based on the third data, generating fourth data corresponding to different pipe-roof conduit diameters; wherein, the fourth data is the safe range data of the tunnel pipe-roof conduit diameters, as well as a system, a platform, and a storage medium corresponding to the method, which can provide an accurate theoretical basis for the pipe-roof advanced support in the shallow-buried and bias-pressure working condition and ensure the safety of tunnel construction.

[0247] That is to say, the solution of the present application can accurately set the safe range of the conduit diameter by systematically analyzing the influence of the diameter change on the mechanical properties of the pipe-roof. Construction personnel can select pipe-roof conduits with appropriate diameters according to this safe range to ensure that the pipe-roof can effectively play a supporting role under the shallow-buried and bias-pressure working condition, greatly improving the safety and stability during the tunnel construction process and reducing the risk of engineering accidents such as tunnel collapse caused by improper selection of the diameter.

[0248] In other words, the present invention provides a method for selecting the pipe diameter of the tunnel pipe shed under the condition of shallow-buried and eccentric pressure. The method includes: deriving the overlying surrounding rock pressure according to the overall stress model of the shallow-buried tunnel in the eccentric pressure terrain; analyzing the lateral plane stress and longitudinal stress of the tunnel pipe shed in the eccentric pressure terrain in combination with the Pasternak two-parameter foundation theory model; solving the deflection differential equation of the pipe shed to obtain the integral constants, and deriving the analytical expressions of the longitudinal internal force and deformation of the pipe shed in the eccentric pressure terrain; based on the above expressions, changing the pipe diameter of the duct, obtaining the physical parameters of the pipe shed under different pipe diameters, and thus calculating the eigenvalues of the characteristic equation of the pipe shed and the roots of the characteristic equation in different pipe shed deflection differential equations; selecting the mechanical influence of the change in the pipe diameter of the pipe shed duct, setting the safety range of the pipe diameter of the duct, providing an accurate theoretical basis for the advanced support of the pipe shed under the condition of shallow-buried and eccentric pressure, and effectively improving the safety and stability of tunnel construction.

[0249] The above-described embodiments merely represent several implementation manners of the present invention. The description thereof is relatively specific and detailed, but it should not be construed as a limitation to the scope of the patent of the present invention. It should be noted that for those of ordinary skill in the art, without departing from the concept of the present invention, several deformations and improvements can still be made, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be subject to the appended claims.

Claims

1. A method for selecting the diameter of a tunnel pipe shed suitable for shallow buried bias pressure conditions, characterized in that: The method comprises: Constructing a first model corresponding to the tunnel under shallow buried bias pressure conditions, and generating corresponding first data and second data based on the first model; wherein the first model is an overall force model; the first data is overburden rock pressure data; the second data is pipe roof force data, including pipe roof transverse plane force data and pipe roof longitudinal force data; In combination with the Pasternak two-parameter foundation theoretical model, the second data is analyzed and processed, and third data corresponding to the pipe-roof deflection is generated; wherein the third data is integral constant data; Based on the third data, fourth data corresponding to different pipe-roof conduit diameters are generated; wherein the fourth data is the safe range data of the pipe-roof conduit diameter of the tunnel.

2. According to claim 1, a method for selecting the diameter of a tunnel pipe shed conduit suitable for shallow buried bias pressure working conditions is characterized in that: The method of analyzing and processing the second data in combination with the Pasternak dual-parameter foundation theory model and generating third data corresponding to the pipe-roof deflection also includes: Generate fifth data corresponding to the excavation direction of the pipe roof along the tunnel; wherein the fifth data is support segment data, including supported segment data, excavated unsupported segment data, unexcavated segment disturbed area data and unexcavated segment non-disturbed area data; Combined with the Pasternak two-parameter foundation theoretical model, sixth data corresponding to the fifth data are generated; wherein the sixth data are constraint reaction force data of the elastic foundation acting on the beam per unit length.

3. A method for selecting the diameter of a tunnel pipe shed conduit suitable for shallow buried bias pressure working conditions according to claim 1 or 2, characterized in that: The method of analyzing and processing the second data in combination with the Pasternak dual-parameter foundation theory model and generating third data corresponding to the pipe-roof deflection also includes: According to the third data, seventh data corresponding to different areas of the pipe rack under the biased terrain is generated; wherein the seventh data is longitudinal internal force data, including bending moment data and shear force data; Based on the third data, eighth data corresponding to different areas of the pipe rack under the biased terrain is generated; wherein the eighth data is deformation data, including deflection data and rotation angle data.

4. According to the method for selecting the diameter of a tunnel pipe roof conduit suitable for shallow buried bias pressure working conditions as described in claim 1, it is characterized in that: The generating, based on the third data, fourth data corresponding to the pipe diameters of different pipe rack conduits further includes: Generate and obtain ninth data corresponding to different pipe-roof conduit diameters; wherein the ninth data is pipe-roof physical parameter data; Based on the ninth data, tenth data corresponding to different pipe-roof deflections are generated; wherein the tenth data are characteristic value data and characteristic equation root data corresponding to the pipe-roof characteristics.

5. A method for selecting the diameter of a tunnel pipe shed conduit suitable for shallow buried bias pressure working conditions according to claim 1 or 4, characterized in that: The generating, based on the third data, fourth data corresponding to the pipe diameters of different pipe rack conduits further includes: Generate and obtain eleventh data corresponding to the change in the diameter of the pipe guide tube of the pipe rack; wherein the eleventh data is the mechanical influence data on the pipe rack; Based on the eleventh data and in combination with the fourth data, twelfth data corresponding to the tunnel under shallow buried bias conditions is generated; wherein the twelfth data is the prediction data of the pipe-roof advance support.

6. A system for selecting and processing the pipe diameter of a tunnel pipe shed suitable for shallow buried bias pressure working conditions, characterized in that: The system is applied to the method for selecting and processing the pipe diameter of a tunnel pipe-roof conduit suitable for shallow buried bias pressure conditions as claimed in any one of claims 1 to 5, and the system comprises: A generation unit is constructed, which is used to construct a first model corresponding to the tunnel under the shallow buried bias pressure condition, and generate corresponding first data and second data respectively based on the first model; wherein the first model is an overall force model; the first data is the overburden rock pressure data; the second data is the pipe roof force data, including the pipe roof transverse plane force data and the pipe roof longitudinal force data; A first data generating unit is used to analyze and process the second data in combination with a Pasternak two-parameter foundation theoretical model, and generate third data corresponding to the pipe-roof deflection; wherein the third data is integral constant data; The second data generating unit is used to generate fourth data corresponding to different pipe-roof conduit diameters based on the third data; wherein the fourth data is the tunnel pipe-roof conduit diameter safety range data.

7. According to claim 6, a tunnel pipe roof conduit pipe diameter selection and processing system suitable for shallow buried bias pressure working conditions is characterized in that: The first data generating unit further includes: The first generating module is used to generate fifth data corresponding to the excavation direction of the pipe roof along the tunnel; wherein the fifth data is support segment data, including supported segment data, excavated unsupported segment data, unexcavated segment disturbed area data and unexcavated segment non-disturbed area data; The second generating module is used to generate sixth data corresponding to the fifth data in combination with the Pasternak two-parameter foundation theoretical model; wherein the sixth data is the constraint reaction force data of the elastic foundation acting on the beam per unit length; And / or, the second data generating unit further includes: The third generating module is used to generate and obtain ninth data corresponding to the pipe diameters of different pipe rack conduits; wherein the ninth data is the physical parameter data of the pipe rack; The fourth generating module is used to generate tenth data corresponding to different pipe-roof deflections based on the ninth data; wherein the tenth data is eigenvalue data and characteristic equation root data corresponding to the pipe-roof characteristics.

8. A system for selecting and processing the pipe diameter of a tunnel pipe roof conduit suitable for shallow buried bias pressure working conditions according to claim 6 or 7, characterized in that: The first data generating unit further includes: A fifth generating module is used to generate seventh data corresponding to different areas of the pipe rack under the biased terrain according to the third data; wherein the seventh data is longitudinal internal force data, including bending moment data and shear force data; A sixth generating module, used to generate eighth data corresponding to different areas of the pipe rack under the biased terrain according to the third data; wherein the eighth data is deformation data, including deflection data and rotation angle data; And / or, the second data generating unit further includes: The seventh generating module is used to generate and obtain eleventh data corresponding to the change in the diameter of the pipe guide tube of the pipe rack; wherein the eleventh data is the mechanical influence data on the pipe rack; The eighth generation module is used to generate twelfth data corresponding to the tunnel under shallow buried bias conditions based on the eleventh data and in combination with the fourth data; wherein the twelfth data is the predicted data of the pipe-roof advance support.

9. A tunnel pipe shed conduit pipe diameter selection and processing platform suitable for shallow buried bias pressure working conditions, characterized in that: It includes a processor, a memory, and a tunnel pipe-roof conduit pipe diameter selection and processing platform control program suitable for shallow buried bias pressure conditions; wherein the tunnel pipe-roof conduit pipe diameter selection and processing platform control program suitable for shallow buried bias pressure conditions is executed in the processor, and the tunnel pipe-roof conduit pipe diameter selection and processing platform control program suitable for shallow buried bias pressure conditions is stored in the memory, and the tunnel pipe-roof conduit pipe diameter selection and processing platform control program suitable for shallow buried bias pressure conditions implements the tunnel pipe-roof conduit pipe diameter selection and processing method suitable for shallow buried bias pressure conditions as described in any one of claims 1 to 5.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a tunnel pipe roof conduit diameter selection and processing platform control program suitable for shallow buried bias pressure conditions. The tunnel pipe roof conduit diameter selection and processing platform control program suitable for shallow buried bias pressure conditions implements the tunnel pipe roof conduit diameter selection and processing method suitable for shallow buried bias pressure conditions as described in any one of claims 1 to 5.

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