Tunnel double-layer initial support construction timing calculation method and device, equipment and medium

Abstract

The application provides a tunnel double-layer initial support construction timing calculation method, device, equipment and medium, and relates to the technical field of civil engineering. A first layer initial support provided support force expression is obtained based on an initial ground stress and a preset displacement expression occurring after support structure construction; a construction timing function is obtained by optimizing construction according to a tangential stress expression at the boundary of a tunnel plastic zone, the first layer initial support provided support force expression and tunnel wall peripheral displacement; a target loss function is obtained by construction according to the construction timing function and a preset physical constraint condition; a transcendental neural network model is obtained by construction based on the target loss function and a preset transcendental equation method, the transcendental neural network model is solved, and the second layer initial optimal support timing is obtained. The application solves the problem that the tunnel double-layer initial optimal support timing cannot be quickly and accurately obtained in the prior art, and ensures the construction safety of the tunnel.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering, in particular to a tunnel double-layer initial support construction timing calculation method, device, equipment and medium. BACKGROUND

[0002] In the existing technical field of civil engineering, the release process of stress release and the change law of surrounding rock displacement, stress and tensile strain are generally used for discrimination, or the rate ratio of vault settlement and side wall deformation of tunnel surrounding rock monitored on site by a total station instrument, resulting in the problem that the best support timing of tunnel double-layer initial support cannot be quickly and accurately obtained. Therefore, the double-layer initial support construction timing calculation method, device, equipment and medium solve the problem that the best support timing of tunnel double-layer initial support cannot be quickly and accurately obtained in the prior art, and ensure the construction safety of the tunnel. SUMMARY

[0003] The purpose of the present application is to provide a tunnel double-layer initial support construction timing calculation method, device, equipment and medium to improve the above problems. In order to achieve the above purpose, the technical scheme adopted by the present application is as follows:

[0004] In a first aspect, the present application provides a tunnel double-layer initial support construction timing calculation method, comprising:

[0005] obtaining surrounding rock information, the surrounding rock information including a stress expression of any point in a plastic zone, a tunnel wall peripheral displacement and an initial ground stress;

[0006] constructing according to the stress expression of any point in the plastic zone and a preset tunnel radius to obtain a tangential stress expression at the boundary of the tunnel plastic zone;

[0007] constructing based on the initial ground stress and a displacement expression occurring after the construction of a preset support structure to obtain a support force expression provided by the first layer of initial support;

[0008] optimizing and constructing according to the tangential stress expression at the boundary of the tunnel plastic zone, the support force expression provided by the first layer of initial support and the tunnel wall peripheral displacement to obtain a construction timing function;

[0009] constructing according to the construction timing function and a preset physical constraint condition to obtain a target loss function;

[0010] constructing based on the target loss function and a preset transcendental equation method to obtain a transcendental neural network model, solving the transcendental neural network model to obtain the best support timing of the second layer of initial support.

[0011] In a second aspect, the present application further provides a tunnel double-layer initial support construction timing calculation device, comprising:

[0012] An acquisition module is configured to acquire surrounding rock information, which includes a stress expression of any point in a plastic zone, a displacement of a tunnel wall periphery, and an initial ground stress;

[0013] A first construction module is configured to construct according to the stress expression of any point in the plastic zone and a preset tunnel radius, to obtain a tangential stress expression at a boundary of a tunnel viscoplastic zone;

[0014] A second construction module is configured to construct based on the initial ground stress and a displacement expression occurring after a preset supporting structure is constructed, to obtain a supporting force expression provided by a first layer of primary support;

[0015] A third construction module is configured to optimize construct according to the tangential stress expression at the boundary of the tunnel viscoplastic zone, the supporting force expression provided by the first layer of primary support, and the displacement of the tunnel wall periphery, to obtain a construction timing function;

[0016] A fourth construction module is configured to construct according to the construction timing function and a preset physical constraint condition, to obtain a target loss function;

[0017] A first calculation module is configured to construct based on the target loss function and a preset transcendental equation method, to obtain a transcendental neural network model, to solve the transcendental neural network model, and to obtain an optimal supporting timing of a second layer of primary support.

[0018] In a third aspect, the present application further provides a tunnel double-layer primary support construction timing calculation device, which comprises:

[0019] A memory is configured to store a computer program;

[0020] A processor is configured to execute the computer program to implement the steps of the tunnel double-layer primary support construction timing calculation method.

[0021] In a fourth aspect, the present application further provides a readable storage medium, which stores a computer program, and the computer program is executed by a processor to implement the steps of the tunnel double-layer primary support construction timing calculation method.

[0022] The present application has the following beneficial effects:

[0023] The present application solves the problem that the optimal tunnel double-layer initial support timing cannot be calculated in the prior art by the tangential stress at the boundary of the tunnel viscoplastic zone, the support force provided by the first layer initial support and the tunnel wall peripheral displacement. The neural network model solves the problem that the support timing cannot be quickly and accurately obtained by manual data discrimination in the prior art. The tangential stress at the boundary of the tunnel viscoplastic zone, the support force provided by the first layer initial support, the tunnel wall peripheral displacement and the neural network model are jointly arranged to solve the problem that the optimal tunnel double-layer initial support timing cannot be quickly and accurately obtained in the prior art, thereby ensuring the construction safety of the tunnel.

[0024] Other features and advantages of the present application will be set forth in the following description, and in part will become apparent from the description, or can be learned by practice of the present application according to the embodiments. The objects and other advantages of the present application will be realized and achieved by means of the structures particularly pointed out in the written description and claims hereof as well as the appended drawings. BRIEF DESCRIPTION OF DRAWINGS

[0025] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiments. It should be understood that the following drawings only show some of the embodiments of the present application, and therefore should not be considered as limiting the scope. For those skilled in the art, other related drawings can also be obtained from these drawings without creative labor.

[0026] Figure 1 The flow chart of the tunnel double-layer initial support construction timing calculation method described in the embodiments of the present application;

[0027] Figure 2 The structural schematic diagram of the tunnel double-layer initial support construction timing calculation device described in the embodiments of the present application.

[0028] In the figure, the marks are: 800, tunnel double-layer initial support construction timing calculation device; 801, processor; 802, memory; 803, multimedia component; 804, I / O interface; 805, communication component. DETAILED DESCRIPTION

[0029] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the following will be combined with the accompanying drawings of the embodiments of the present application to make a clear and complete description of the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the accompanying drawings can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present application provided in the accompanying drawings is not intended to limit the scope of the claimed present application, but only represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the present application.

[0030] It should be noted that similar reference numerals and letters represent similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings. Meanwhile, in the description of the present application, the terms "first", "second", etc. are only used for distinguishing description, and cannot be understood as indicating or implying relative importance.

[0031] Embodiment 1:

[0032] The embodiment provides a tunnel double-layer initial support construction timing calculation method.

[0033] Referring to Figure 1 , the method includes steps S1 to S6, including:

[0034] S1: obtaining surrounding rock information, the surrounding rock information including a stress expression of any point in a plastic zone, a tunnel wall peripheral displacement and an initial ground stress;

[0035] In this step, the stress expression of any point in the plastic zone is:

[0036]

[0037] In the above formula (1), represents a surrounding rock radial stress in a plastic stage, represents a surrounding rock tangential stress in the plastic stage, p * represents a supporting force, c represents a rock cohesion, represents a rock internal friction angle, R0 represents a tunnel radius, r represents a distance of any point from a tunnel center point, k p represents a parameter related to a rock material internal friction angle .

[0038] In order to make the specific construction mode of the tunnel wall peripheral displacement clear, step S1 includes S11 to S13, specifically:

[0039] S11: Obtain the stress expression at the boundary of the viscoplastic zone, the plastic displacement expression of the surrounding rock, and the displacement expression at any point in the viscoplastic zone;

[0040] In this step, the stress expression at the boundary of the viscoplastic region is:

[0041]

[0042] In equation (2) above, This represents the radial stress at the boundary of the viscoplastic region. R represents the tangential stress at the boundary of the viscoplastic zone, σ represents the stress, θ represents the tangential direction, and r represents the distance from any point to the center of the tunnel. p k represents the radius of the viscoplastic load-bearing zone. p Represents an internal friction angle with rock material The relevant parameters are p0, which represents the initial ground stress, and σ. c This indicates the compressive strength of the rock.

[0043] To clarify the specific construction method of the plastic displacement expression of the surrounding rock, step S11 includes S111 to S115, specifically:

[0044] S111: Obtain the total plastic strain and Poisson's ratio;

[0045] To clarify the specific construction method of total plastic strain, step S111 includes S1111 to S1114, specifically:

[0046] S1111: Obtain the rheological tangential strain and rheological radial strain of the viscoplastic region;

[0047] In this step, the rheological tangential strain of the viscoplastic region is:

[0048]

[0049] In equation (3) above, σ represents the rheological tangential strain in the viscoplastic region. r Represents radial stress, σ θ E2 represents the tangential stress, E2 represents the elastic modulus associated with the Kelvin body in the Nishihara model, describing the elastic behavior of the material under long-term load, e represents the natural logarithm, η1 represents the viscosity coefficient associated with the Kelvin body in the Nishihara model, representing the viscous behavior of the material before yielding, and σ represents the viscous behavior of the material before yielding. s η represents the long-term strength of the rock, η2 represents the viscosity coefficient of the Newtonian body in the Kelvin model of the Nishihara model, and t represents the time required for construction of the research section to reach the excavation face.

[0050] In this step, the time required for the construction of the study section to the excavation face is the time required from the excavation of the study section to the second layer of initial support.

[0051] S1112: Based on the rheological tangential strain of the viscoplastic region and the preset tangential strain of the viscoplastic region, the total tangential strain of the viscoplastic region is obtained.

[0052] In this step, the preset tangential strain of the viscoplastic region includes the elastic tangential strain of the viscoplastic region and the plastic tangential strain of the viscoplastic region.

[0053] In this step, the total tangential strain in the viscoplastic region is:

[0054]

[0055] In equation (4) above, This represents the total tangential strain in the viscoplastic region. This represents the elastic tangential strain in the viscoplastic region. This represents the rheological tangential strain in the viscoplastic region. This represents the plastic tangential strain in the viscoplastic region.

[0056] S1113: Based on the rheological radial strain of the viscoplastic region and the preset radial strain of the viscoplastic region, the total radial strain of the viscoplastic region is obtained.

[0057] In this step, the preset radial strain of the viscoplastic region includes both the elastic radial strain and the plastic radial strain of the viscoplastic region.

[0058] In this step, the total radial strain of the viscoplastic region is:

[0059]

[0060] In the above formula (5), This represents the total radial strain in the viscoplastic region. This represents the elastic radial strain in the viscoplastic region. This represents the rheological radial strain in the viscoplastic region. This represents the plastic radial strain in the viscoplastic region.

[0061] S1114: The total plastic strain is obtained by constructing the total radial strain and the total tangential strain of the viscoplastic region.

[0062] In this step, the total plastic strain is:

[0063]

[0064] In the above formula (6), This represents the total radial strain in the viscoplastic region. This represents the elastic radial strain in the viscoplastic region. This represents the rheological radial strain in the viscoplastic region. This represents the plastic radial strain in the viscoplastic region. This represents the total tangential strain in the viscoplastic region. This represents the elastic tangential strain in the viscoplastic region. This represents the rheological tangential strain in the viscoplastic region. This represents the plastic tangential strain in the viscoplastic region.

[0065] S112: Based on the total plastic strain, the preset geometric equation and the preset flow law expression for volume expansion, the rheological total strain and elastic total strain expressions of the viscoplastic region are constructed to obtain the expressions for the total rheological strain of the viscoplastic region and the total elastic strain of the viscoplastic region.

[0066] In this step, the geometric equation is:

[0067]

[0068] In equation (7) above, ε r ε represents radial strain, dr represents the differential with respect to r, du represents the differential with respect to u, and ε represents the radial strain. θ denoted by tangential strain, u represents the displacement that occurs after the support structure is constructed, and r represents the distance of any point from the center of the tunnel.

[0069] In this step, the expression for the flow rule of volume expansion is:

[0070]

[0071] In equation (8) above, This represents the total radial strain in the viscoplastic region. denoted by , where represents the total tangential strain in the viscoplastic region, and k represents the volume expansion factor.

[0072] In this step, the expressions for the total rheological strain and the total elastic strain of the viscoplastic region are as follows:

[0073]

[0074] In equation (9) above, dr represents the differentiation with respect to r, du represents the differentiation with respect to u, r represents the distance of any point from the center of the tunnel, u represents the displacement that occurs after the support structure is constructed, and k represents the volume expansion coefficient. This represents the elastic radial strain in the viscoplastic region. This represents the rheological radial strain in the viscoplastic region. This represents the elastic tangential strain in the viscoplastic region. This represents the rheological tangential strain in the viscoplastic region.

[0075] S113: Based on the preset elastic deformation capacity of the Nishihara model, the Poisson's ratio, the initial ground stress, and the preset rheological tangential strain of the viscoplastic zone are constructed to obtain the first expression;

[0076] In this step, the first expression is:

[0077]

[0078] In equation (10) above, p0 represents the initial ground stress, γ represents the parameter, E1 represents the elastic deformation capacity of the Nishihara model, υ represents Poisson's ratio, and σ r Represents radial stress, σ θ E2 represents the tangential stress, E2 represents the elastic modulus associated with the Kelvin body in the Nishihara model, describing the elastic behavior of the material under long-term load, e represents the natural logarithm, η1 represents the viscosity coefficient associated with the Kelvin body in the Nishihara model, representing the viscous behavior of the material before yielding, and σ represents the viscous behavior of the material before yielding. s η represents the long-term strength of the rock, η2 represents the viscosity coefficient of the Newtonian body in the Kelvin model of the Nishihara model, and t represents the time required for construction of the research section to reach the excavation face.

[0079] In this step, the time required from the construction of the research section to the excavation face is the time required from the excavation of the research section to the initial support of the second layer. The elastic deformation capacity of the Nishihara model is the elastic modulus of the Nishihara model and the Kelvin body connected in series, which describes the elastic deformation capacity of the material in the initial stage of loading.

[0080] S114: Based on the expressions for the total rheological strain and the total elastic strain of the viscoplastic region, the first expression and the volume expansion coefficient are constructed to obtain the expression for non-plastic strain;

[0081] In this step, the expression for the non-plastic strain is:

[0082]

[0083] In equation (11) above, dr represents the differentiation with respect to r, du represents the differentiation with respect to u, r represents the distance of any point from the center of the tunnel, u represents the displacement that occurs after the support structure is constructed, k represents the volume expansion coefficient, and M represents the first expression. This means r = R p The elastic tangential strain in the viscoplastic region at that time γ represents the rheological tangential strain in the viscoplastic region, p0 represents the initial ground stress, γ represents the parameter, E1 represents the elastic deformation capacity of the Nishihara model, v represents Poisson's ratio, and σ represents the elastic strain in the viscoplastic region. r Represents radial stress, σ θE2 represents the tangential stress, E2 represents the elastic modulus associated with the Kelvin body in the Nishihara model, describing the elastic behavior of the material under long-term load, e represents the natural logarithm, η1 represents the viscosity coefficient associated with the Kelvin body in the Nishihara model, representing the viscous behavior of the material before yielding, and σ represents the viscous behavior of the material before yielding. s η represents the long-term strength of the rock, η2 represents the viscosity coefficient of the Newtonian body in the Kelvin model of the Nishihara model, and t represents the time required for construction of the research section to reach the excavation face.

[0084] In this step, the time required from the construction of the research section to the excavation face is the time required from the excavation of the research section to the initial support of the second layer. The elastic deformation capacity of the Nishihara model is the elastic modulus of the Nishihara model and the Kelvin body connected in series, which describes the elastic deformation capacity of the material in the initial stage of loading.

[0085] S115: Based on the non-plastic strain expression and the preset viscoplastic zone surrounding rock stress expression, the plastic displacement expression of the surrounding rock is constructed to obtain the plastic displacement expression of the surrounding rock.

[0086] In this step, the stress expression for the surrounding rock in the viscoplastic zone is:

[0087]

[0088] In the above formula (12), Let ln represent the surrounding rock stress in the viscoplastic zone, ln represent the logarithm, r represent the distance from any point to the tunnel center, C represent the integration constant, and σ represent the integral constant. r This represents radial stress, and c represents the cohesion of the rock. This indicates the internal friction angle of the rock.

[0089] In this step, the expression for the plastic displacement of the surrounding rock is:

[0090]

[0091] In equation (13) above, u p Let represent the plastic displacement of the surrounding rock, k represent the volume expansion coefficient, M represent the first expression, r represent the distance of any point from the center point of the tunnel, and C represent the integration constant.

[0092] To clarify the specific construction method of the displacement expression at any point in the viscoplastic region, step S11 includes S116 to S119, specifically:

[0093] S116: Obtain the volume expansion coefficient, total radial strain of the viscoplastic region, and total tangential strain of the viscoplastic region;

[0094] S117: Based on the elastic deformation capacity of the preset Nishihara model and the preset geometric equation, the displacement of any point in the preset viscoelastic zone is transformed with the radius of the preset viscoplastic bearing zone to obtain the second expression.

[0095] In this step, the displacement of any point within the viscoelastic region is:

[0096]

[0097] In equation (14) above, u e ε represents the displacement at any point within the viscoelastic region. θ r represents the radial tangential strain, γ represents the parameter, p0 represents the initial ground stress, v represents Poisson's ratio, E1 represents the elastic deformation capacity of the Nishihara model, e represents the natural logarithm, E2 represents the elastic modulus associated with the Kelvin volume of the Nishihara model, describing the elastic behavior of the material under long-term load, η1 represents the viscosity coefficient associated with the Kelvin volume of the Nishihara model, representing the viscous behavior of the material before yielding, r represents the distance of any point from the center of the tunnel, R p The radius of the viscoplastic bearing zone is represented by T, and the time required for construction of the study section to reach the excavation face is represented by T.

[0098] In this step, the time required from the construction of the research section to the excavation face is the time required from the excavation of the research section to the initial support of the second layer. The elastic deformation capacity of the Nishihara model is the elastic modulus of the Nishihara model and the Kelvin body connected in series, which describes the elastic deformation capacity of the material in the initial stage of loading.

[0099] In this step, the second expression is:

[0100]

[0101] In the above equation (15), p0 represents the initial ground stress, γ represents the parameter, E1 represents the elastic deformation capacity of the Nishihara model, v represents Poisson's ratio, e represents the natural logarithm, E2 represents the elastic modulus associated with the Nishihara model Kelvin body, which describes the elastic behavior of the material under long-term load, η1 represents the viscosity coefficient associated with the Nishihara model Kelvin body, which represents the viscous behavior of the material before yielding, and t represents the time required from the construction of the study section to the excavation face.

[0102] In this step, the time required from the construction of the research section to the excavation face is the time required from the excavation of the research section to the initial support of the second layer. The elastic deformation capacity of the Nishihara model is the elastic modulus of the Nishihara model and the Kelvin body connected in series, which describes the elastic deformation capacity of the material in the initial stage of loading.

[0103] S118: Based on the second expression and the preset radius of the viscoplastic bearing zone, the displacement of the surrounding rock in the plastic boundary zone is obtained;

[0104] In this step, the displacement of the surrounding rock in the plastic boundary zone is:

[0105]

[0106] In the above formula (16), This indicates the displacement of the surrounding rock in the plastic boundary zone. The deformation formula represents the displacement of the surrounding rock in the plastic boundary zone, where u represents the displacement that occurs after the support structure is installed, r represents the distance of any point from the tunnel center, and ε represents the displacement of the surrounding rock in the plastic boundary zone. θ R represents tangential strain. p denoted by , p0 represents the initial ground stress, γ represents the parameter, E1 represents the elastic deformation capacity of the Nishihara model, υ represents Poisson's ratio, e represents the natural logarithm, E2 represents the elastic modulus associated with the Nishihara model Kelvin body, describing the elastic behavior of the material under long-term load, η1 represents the viscosity coefficient associated with the Nishihara model Kelvin body, representing the viscous behavior of the material before yielding, t represents the time required from construction of the study section to the excavation face, and N represents the second expression.

[0107] In this step, the time required from the construction of the research section to the excavation face is the time required from the excavation of the research section to the initial support of the second layer. The elastic deformation capacity of the Nishihara model is the elastic modulus of the Nishihara model and the Kelvin body connected in series, which describes the elastic deformation capacity of the material in the initial stage of loading.

[0108] S119: Solve the plastic displacement expression of the surrounding rock and the displacement of the surrounding rock in the plastic boundary zone to obtain the displacement expression of any point in the viscoplastic zone.

[0109] In this step, the displacement expression for any point in the viscoplastic region is:

[0110]

[0111] In equation (17) above, u p The plastic displacement of the surrounding rock is represented by r, the distance from any point to the tunnel center is represented by k, the volume expansion coefficient is represented by M, the first expression is represented by N, and the second expression is represented by R. p This indicates the radius of the viscoplastic load-bearing zone.

[0112] S12: Based on the stress expression at the boundary of the viscoplastic region and the stress expression at any point in the plastic region, the radius expression of the viscoplastic bearing region is obtained;

[0113] In this step, the expression for the radius of the viscoplastic bearing zone is:

[0114]

[0115] In equation (18) above, R p p represents the radius of the viscoplastic bearing zone, p0 represents the initial ground stress, p * R0 represents the support force, and σ represents the tunnel radius. c k represents the compressive strength of rock. p Represents an internal friction angle with rock material The relevant parameter, c, represents the cohesion of the rock. This indicates the internal friction angle of the rock.

[0116] S13: Based on the expression for the radius of the viscoplastic bearing zone, the expression for the plastic displacement of the surrounding rock, and the expression for the displacement of any point in the viscoplastic zone, the displacement around the tunnel wall is constructed to obtain the displacement.

[0117] In this step, the displacement of the tunnel wall perimeter is:

[0118]

[0119] In equation (19) above, u p The plastic displacement of the surrounding rock is represented by k, the volume expansion coefficient is represented by M, the first expression is represented by N, the second expression is represented by p0, and the initial in-situ stress is represented by p. * R0 represents the support force, and σ represents the tunnel radius. c k represents the compressive strength of rock. p Represents an internal friction angle with rock material The relevant parameter, c, represents the cohesion of the rock. This indicates the internal friction angle of the rock.

[0120] S2: Based on the stress expression at any point in the plastic zone and the preset tunnel radius, the tangential stress expression at the boundary of the viscoplastic zone of the tunnel is obtained;

[0121] In this step, the stress expression at any point in the plastic zone includes the expression for the tangential stress of the surrounding rock in the viscoplastic stage;

[0122] To clarify the specific construction method of the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, step S2 includes S21 to S23, specifically:

[0123] S21: Obtain the cohesion of the rock;

[0124] S22: Based on the cohesion of the rock, the preset tunnel radius, the preset distance of any point from the tunnel center point, and the preset support force, the expression for the tangential stress of the surrounding rock in the viscoplastic stage is obtained.

[0125] In this step, the expression for the tangential stress of the surrounding rock in the viscoplastic stage is:

[0126]

[0127] In the above formula (20), p represents the tangential stress of the surrounding rock during the viscoplastic stage. * 'c' represents the supporting force, and 'c' represents the cohesion of the rock. R0 represents the internal friction angle of the rock, R0 represents the tunnel radius, r represents the distance of any point from the center of the tunnel, and k represents the distance of the rock from the center of the tunnel. p Represents an internal friction angle with rock material The relevant parameters.

[0128] S23: Based on the preset loosening zone constraint conditions and the expression for the tangential stress of the surrounding rock in the viscoplastic stage, the preset tunnel radius and the preset distance from any point to the tunnel center point are converted to obtain the expression for the tangential stress at the boundary of the viscoplastic zone of the tunnel.

[0129] In this step, the expression for the tangential stress at the boundary of the viscoplastic zone of the tunnel is:

[0130]

[0131] In the above formula (21), This represents the tangential stress at the boundary of the viscoplastic zone of the tunnel. p represents the tangential stress of the surrounding rock during the viscoplastic stage. * 'c' represents the supporting force, and 'c' represents the cohesion of the rock. R0 represents the internal friction angle of the rock, R0 represents the tunnel radius, r represents the distance of any point from the center of the tunnel, and k represents the distance of the rock from the center of the tunnel. p Represents an internal friction angle with rock material The relevant parameters.

[0132] To clarify the specific construction method of the preset loosening zone constraint conditions, step S23 includes S231 to S235, specifically:

[0133] S231: Obtain the tangential stress at the boundary of the loosened area;

[0134] S232: Based on the tangential stress on the boundary of the loosened zone and the initial ground stress, the stress satisfaction formula on the boundary of the loosened zone is obtained;

[0135] In this step, the stress on the boundary of the loosened zone satisfies the following equation:

[0136] σ θ =p0 (22)

[0137] In equation (22) above, σθ p0 represents the tangential stress at the boundary of the loosened zone, and p0 represents the initial ground stress.

[0138] S233: Based on preset discrimination conditions, the distance of any point from the center point of the tunnel and the preset tunnel radius are judged to obtain the state that the surrounding rock is about to appear loose zone;

[0139] In this step, the state in which the surrounding rock is about to become loose is when the tunnel wall gradually expands into the interior of the surrounding rock, and the state in which the surrounding rock is about to become loose is r = R0;

[0140] r represents the distance from any point to the center of the tunnel, and R0 represents the radius of the tunnel.

[0141] S234: Based on preset discrimination conditions, the tangential stress at the preset tunnel boundary and the initial ground stress are discriminated to obtain the stress state when the surrounding rock has no loosening zone;

[0142] S235: Based on the stress satisfying formula on the boundary of the loosened zone, the state of the surrounding rock about to form a loosened zone, and the stress state of the surrounding rock when no loosened zone has formed, the constraint conditions of the loosened zone are constructed to obtain the constraint conditions of the loosened zone.

[0143] In this step, the constraint condition for the loosened zone is:

[0144] p0 represents the tangential stress at the boundary of the viscoplastic zone of the tunnel, and p0 represents the initial ground stress.

[0145] S3: Based on the initial ground stress and the preset expression for displacement after the support structure is constructed, the expression for the support force provided by the first layer of initial support is obtained.

[0146] To clarify the specific method for obtaining the expression for the support force provided by the first-level initial support, step S3 includes S31 to S33, specifically:

[0147] S31: Obtain the stiffness coefficient of the support structure and the displacement of the tunnel wall at the excavation face;

[0148] S32: Based on the initial ground stress and the time required for the construction of the pre-set research section to the excavation face, construct the structure and obtain the pre-set expression for the support force of the structure;

[0149] In this step, the expression for the pre-constructed support force is:

[0150] p1 = 0.7p0e -mt (twenty three)

[0151] In the above formula (23), p1 represents the pre-constructed support force, m represents a constant, t represents the time required for construction of the research section to the excavation face, p0 represents the initial ground stress, and e represents the natural logarithm.

[0152] In this step, the time required for the construction of the study section to the excavation face is the time required from the excavation of the study section to the second layer of initial support.

[0153] S33: Based on the stiffness coefficient of the support structure, the displacement of the tunnel wall at the excavation face, the preset support force expression, the preset displacement expression after the support structure is constructed, and the preset support force provided by the first layer of initial support, the support force expression provided by the first layer of initial support is obtained.

[0154] In this step, the expression for the support force provided by the first layer of initial support is:

[0155]

[0156] In the above formula (24), p2 represents the support force provided by the first layer of initial support, p1 represents the pre-constructed support force, m represents a constant, t represents the time required from construction of the study section to the excavation face, p0 represents the initial ground stress, e represents the natural logarithm, and k c R0 represents the stiffness coefficient of the support structure, u represents the displacement that occurs after the support structure is constructed, R0 represents the tunnel radius, and u0 represents the displacement of the tunnel wall at the excavation face.

[0157] In this step, the time required for the construction of the study section to the excavation face is the time required from the excavation of the study section to the second layer of initial support.

[0158] S4: Based on the expression of the tangential stress at the boundary of the viscoplastic zone of the tunnel, the expression of the support force provided by the first layer of initial support, and the displacement of the tunnel wall perimeter, the construction timing function is optimized and obtained.

[0159] In this step, the timing function is:

[0160]

[0161] In the above formula (25), This represents the tangential stress at the boundary of the viscoplastic zone of the tunnel. p represents the tangential stress of the surrounding rock during the viscoplastic stage. * 'c' represents the supporting force, and 'c' represents the cohesion of the rock. R0 represents the internal friction angle of the rock, R0 represents the tunnel radius, r represents the distance of any point from the center of the tunnel, and k represents the distance of the rock from the center of the tunnel. p Represents an internal friction angle with rock material The relevant parameters are: p2 represents the support force provided by the first layer of initial support, p1 represents the pre-constructed support force, m represents a constant, t represents the time required from construction of the study section to the excavation face, p0 represents the initial ground stress, e represents the natural logarithm, and k represents the initial ground stress. c The stiffness coefficient of the support structure is represented by u, the displacement of the support structure after its construction is represented by u0, and the displacement of the tunnel wall at a certain point on the excavation face is represented by u. p Represents the plastic displacement of the surrounding rock, k represents the volume expansion coefficient, M represents the first expression, N represents the second expression, and R... p R0 represents the radius of the viscoplastic bearing zone, and σ represents the tunnel radius. c This indicates the compressive strength of the rock.

[0162] In this step, the time required for the construction of the study section to the excavation face is the time required from the excavation of the study section to the second layer of initial support.

[0163] S5: Construct the target loss function based on the application timing function and the preset physical constraints;

[0164] To clarify the specific method for obtaining the target loss function, step S5 includes S51 to S52, which specifically include:

[0165] S51: Based on the support force expression provided by the first layer of initial support and the preset support force expression, the first layer loss function is constructed to obtain the loss function.

[0166] In this step, the loss function of the first layer is:

[0167]

[0168] In the above formula (26), This represents the loss function of the first layer. This represents the summation from 1 to n. p2 represents the sample size, and p2 represents the expression for the support force provided by the first layer of initial support. This indicates the pre-built support force.

[0169] S52: Construct the target loss function based on the first layer loss function and the preset physical constraints.

[0170] In this step, the physical constraints are as follows:

[0171]

[0172] In equation (27) above, MSE p Represents physical constraints. This represents the summation from 1 to n. p represents the sample size. * This indicates the preset support force. This indicates the predicted support capacity.

[0173] In this step, the target loss function is:

[0174]

[0175] In the above formula (28), Represents the target loss function. This represents the summation from 1 to n. p2 represents the sample size, and p2 represents the expression for the support force provided by the first layer of initial support. p represents the pre-constructed support force. * This indicates the preset support force. This indicates the predicted support capacity.

[0176] S6: Based on the target loss function and the preset transcendental equation method, a transcendental neural network model is constructed, and the transcendental neural network model is solved to obtain the optimal support timing in the early stage of the second layer.

[0177] In this step, the surrounding rock information includes the displacement and support stiffness that occur after the support structure is constructed;

[0178] To clarify the specific method for determining the optimal timing for initial support in the second stage, step S6 includes S61 to S63, specifically:

[0179] S61: Determine the input and output layers of the network based on the surrounding rock information, and randomly initialize the weights and biases of each layer;

[0180] A set of surrounding rock information is used as input and passed to the hidden layer. After the hidden layer performs calculations, the output layer outputs the result. After passing through several hidden layers, the output of the last hidden layer is multiplied by another set of surrounding rock information to obtain the result of the output layer. The weights and biases of each layer are randomly initialized.

[0181] S62: Taking the target loss function as the optimization objective, in each iteration, the gradient of the loss function under the current parameters is calculated according to the optimizer, and the weights and biases of the neural network are updated through the gradient information. When the value of the target loss function satisfies the physical constraint conditions, the iteration stops, and the transcendental neural network model is obtained.

[0182] The target loss function is the mean squared error loss function. The smaller the value of the target loss function, the better the result. By calculating the gradient of the loss function, the weights and biases of the neural network are continuously updated. The weights are changed in the opposite direction to the gradient, and the target loss function decreases accordingly. When the physical constraint condition is met, the iteration stops, and the transcendental neural network model is obtained.

[0183] S63: Input the displacement that occurs after the support structure is constructed and the support stiffness into the transcendental neural network model for solution, and obtain the optimal support timing for the initial stage of the second layer.

[0184] The super-neural network model calculates the optimal support timing for the initial stage of the second layer based on the displacement and support stiffness after the support structure is installed.

[0185] Example 2:

[0186] This embodiment provides a device for calculating the timing of initial support construction in a tunnel with two layers. The device includes:

[0187] The acquisition module is used to acquire surrounding rock information, which includes the stress expression at any point in the plastic zone, the displacement around the tunnel wall, and the initial ground stress.

[0188] The first construction module is used to construct based on the stress expression at any point in the plastic zone and the preset tunnel radius to obtain the tangential stress expression at the boundary of the viscoplastic zone of the tunnel.

[0189] The second construction module is used to construct, based on the initial ground stress and the preset expression for the displacement that occurs after the support structure is constructed, to obtain the expression for the support force provided by the first layer of initial support.

[0190] The third construction module is used to optimize the construction based on the tangential stress expression at the boundary of the tunnel viscoplastic zone, the support force expression provided by the first layer of initial support, and the displacement of the tunnel wall perimeter, to obtain the construction timing function.

[0191] The fourth construction module is used to construct the target loss function based on the application timing function and preset physical constraints.

[0192] In one embodiment disclosed in this invention, the fourth building module includes: a first building unit and a second building unit, specifically comprising:

[0193] The first construction unit is used to construct the first layer loss function based on the support force expression provided by the first layer of initial support and the preset support force expression.

[0194] The second construction unit is used to construct the target loss function based on the first layer loss function and the preset physical constraints.

[0195] The first calculation module is used to construct a transcendental neural network model based on the target loss function and the preset transcendental equation method, solve the transcendental neural network model, and obtain the optimal support timing in the initial stage of the second layer.

[0196] It should be noted that the specific manner in which each module performs its operation in the apparatus described in the above embodiments has been described in detail in the embodiments of the method, and will not be elaborated here.

[0197] Example 3:

[0198] Corresponding to the above method embodiments, this embodiment also provides a tunnel double-layer initial support construction timing calculation device. The tunnel double-layer initial support construction timing calculation device described below and the tunnel double-layer initial support construction timing calculation method described above can be referred to in correspondence.

[0199] Figure 2 This is a block diagram illustrating a tunnel double-layer initial support timing calculation device 800 according to an exemplary embodiment. Figure 2 As shown, the tunnel double-layer initial support construction timing calculation device 800 may include: a processor 801 and a memory 802. The tunnel double-layer initial support construction timing calculation device 800 may also include one or more of the following: a multimedia component 803, an I / O interface 804, and a communication component 805.

[0200] The processor 801 controls the overall operation of the tunnel double-layer initial support timing calculation device 800 to complete all or part of the steps in the aforementioned tunnel double-layer initial support timing calculation method. The memory 802 stores various types of data to support the operation of the tunnel double-layer initial support timing calculation device 800. This data may include, for example, instructions for any application or method operating on the tunnel double-layer initial support timing calculation device 800, as well as application-related data such as contact data, sent and received messages, images, audio, video, etc. The memory 802 can be implemented using any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read-Only Memory (EPROM), Programmable Read-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touchscreen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signals may be further stored in the memory 802 or transmitted via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. I / O interface 804 provides an interface between processor 801 and other interface modules, such as a keyboard, mouse, and buttons. These buttons can be virtual or physical. Communication component 805 is used for wired or wireless communication between the tunnel double-layer initial support calculation device 800 and other devices. Wireless communication includes Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G, or 4G, or a combination thereof. Therefore, the corresponding communication component 805 may include a Wi-Fi module, a Bluetooth module, and an NFC module.

[0201] In an exemplary embodiment, the tunnel double-layer initial support construction timing calculation device 800 may be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors, or other electronic components to execute the above-described tunnel double-layer initial support construction timing calculation method.

[0202] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, which, when executed by a processor, implement the steps of the above-described method for calculating the timing of tunnel double-layer initial support construction. For example, the computer-readable storage medium may be the memory 802 including the program instructions, which may be executed by the processor 801 of the tunnel double-layer initial support construction timing calculation device 800 to complete the above-described method for calculating the timing of tunnel double-layer initial support construction.

[0203] Example 4:

[0204] Corresponding to the above method embodiments, this embodiment also provides a readable storage medium. The readable storage medium described below can be referred to in conjunction with the tunnel double-layer initial support construction timing calculation method described above.

[0205] A readable storage medium storing a computer program, which, when executed by a processor, implements the steps of the method for calculating the timing of tunnel double-layer initial support in the above-described method embodiments.

[0206] Specifically, the readable storage medium can be a USB flash drive, a portable hard drive, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk, or any other readable storage medium capable of storing program code.

[0207] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

[0208] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for calculating the timing of initial support construction in a double-layer tunnel, characterized in that, include: Acquire surrounding rock information, which includes the stress expression at any point in the plastic zone, the displacement around the tunnel wall, and the initial in-situ stress; Based on the stress expression at any point in the plastic zone and the preset tunnel radius, the tangential stress expression at the boundary of the viscoplastic zone of the tunnel is obtained. Based on the initial ground stress and the preset expression for displacement after the support structure is constructed, the expression for the support force provided by the first layer of initial support is obtained. Based on the expression of the tangential stress at the boundary of the viscoplastic zone of the tunnel, the expression of the support force provided by the first layer of initial support, and the displacement of the tunnel wall perimeter, the construction timing function is optimized and constructed to obtain the construction timing function. The target loss function is constructed based on the application timing function and the preset physical constraints. Based on the target loss function and the preset transcendental equation method, a transcendental neural network model is constructed, and the transcendental neural network model is solved to obtain the optimal support timing in the initial stage of the second layer. The specific methods for determining the optimal support timing in the initial stage of the second layer include: The input and output layers of the network are determined based on the surrounding rock information. The weights and biases of each layer are randomly initialized. The surrounding rock information includes the displacement and support stiffness that occur after the support structure is constructed. With the target loss function as the optimization objective, in each iteration, the gradient of the loss function under the current parameters is calculated according to the optimizer, and the weights and biases of the neural network are updated through the gradient information. When the value of the target loss function satisfies the physical constraint conditions, the iteration stops, and the transcendental neural network model is obtained. The displacement and stiffness of the support structure after its construction are input into the super-neural network model for solution, thereby obtaining the optimal support timing for the initial stage of the second layer.

2. The method for calculating the timing of initial support construction in a tunnel with double layers according to claim 1, characterized in that a target loss function is obtained by constructing a function based on the timing function and preset physical constraints, including: The first layer loss function is constructed based on the support force expression provided by the first layer of initial support and the preset support force expression. The target loss function is constructed based on the first-layer loss function and the preset physical constraints.

3. The method for calculating the timing of initial double-layer support construction in tunnels according to claim 1, characterized in that, based on the stress expression at any point in the plastic zone and a preset tunnel radius, a tangential stress expression at the boundary of the viscoplastic zone of the tunnel is obtained, wherein the stress expression at any point in the plastic zone includes the tangential stress expression of the surrounding rock in the viscoplastic stage, including: To obtain the cohesion of rocks; Based on the cohesion of the rock, the preset tunnel radius, the preset distance of any point from the tunnel center point, and the preset support force, the expression for the tangential stress of the surrounding rock in the viscoplastic stage is obtained. Based on the preset loosening zone constraint conditions and the expression for the tangential stress of the surrounding rock in the viscoplastic stage, the preset tunnel radius and the preset distance from any point to the tunnel center point are converted to obtain the expression for the tangential stress at the boundary of the tunnel viscoplastic zone.

4. The method for calculating the timing of initial support construction in a double-layer tunnel according to claim 1, characterized in that obtaining the displacement of the tunnel wall perimeter includes: Obtain the stress expression at the boundary of the viscoplastic zone, the plastic displacement expression of the surrounding rock, and the displacement expression at any point in the viscoplastic zone; Based on the stress expression at the boundary of the viscoplastic region and the stress expression at any point in the plastic region, the expression for the radius of the viscoplastic bearing region is obtained. The displacement around the tunnel wall is obtained by constructing the expression for the radius of the viscoplastic bearing zone, the expression for the plastic displacement of the surrounding rock, and the expression for the displacement of any point in the viscoplastic zone.

5. The method for calculating the timing of tunnel double-layer initial support construction according to claim 1, characterized in that, based on the initial ground stress and the preset expression for the displacement occurring after the support structure is constructed, an expression for the support force provided by the first layer of initial support is obtained, including: Obtain the stiffness coefficient of the support structure and the displacement of the tunnel wall at the excavation face; Based on the initial ground stress and the time required for the construction of the pre-set research section to the excavation face, the pre-set support force expression is obtained. Based on the stiffness coefficient of the support structure, the displacement of the tunnel wall at the excavation face, the preset support force expression, the preset displacement expression after the support structure is constructed, and the preset support force provided by the first layer of initial support is constructed to obtain the support force expression provided by the first layer of initial support.

6. A device for calculating the timing of initial support construction in a tunnel with double layers, characterized in that, include: The acquisition module is used to acquire surrounding rock information, which includes the stress expression at any point in the plastic zone, the displacement around the tunnel wall, and the initial ground stress. The first construction module is used to construct based on the stress expression at any point in the plastic zone and the preset tunnel radius to obtain the tangential stress expression at the boundary of the viscoplastic zone of the tunnel. The second construction module is used to construct, based on the initial ground stress and the preset expression for the displacement that occurs after the support structure is constructed, to obtain the expression for the support force provided by the first layer of initial support. The third construction module is used to optimize the construction based on the tangential stress expression at the boundary of the tunnel viscoplastic zone, the support force expression provided by the first layer of initial support, and the displacement of the tunnel wall perimeter, to obtain the construction timing function. The fourth construction module is used to construct the target loss function based on the application timing function and preset physical constraints. The first calculation module is used to construct a transcendental neural network model based on the target loss function and the preset transcendental equation method, solve the transcendental neural network model, and obtain the optimal support timing in the initial stage of the second layer. The first calculation module includes: The input and output layers of the network are determined based on the surrounding rock information. The weights and biases of each layer are randomly initialized. The surrounding rock information includes the displacement and support stiffness that occur after the support structure is constructed. With the target loss function as the optimization objective, in each iteration, the gradient of the loss function under the current parameters is calculated according to the optimizer, and the weights and biases of the neural network are updated through the gradient information. When the value of the target loss function satisfies the physical constraint conditions, the iteration stops, and the transcendental neural network model is obtained. The displacement and stiffness of the support structure after its construction are input into the super-neural network model for solution, thereby obtaining the optimal support timing for the initial stage of the second layer.

7. The tunnel double-layer initial support construction timing calculation device according to claim 6, characterized in that the fourth construction module is used to construct, based on the construction timing function and preset physical constraints, a target loss function, including: The first construction unit is used to construct the first layer loss function based on the support force expression provided by the first layer of initial support and the preset support force expression. The second construction unit is used to construct the target loss function based on the first layer loss function and the preset physical constraints.

8. A device for calculating the timing of initial support construction in a tunnel with double layers, characterized in that, include: Memory, used to store computer programs; A processor, configured to execute the computer program to implement the steps of the method for calculating the timing of tunnel double-layer initial support as described in any one of claims 1 to 5.

9. A readable storage medium, characterized in that... The readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the method for calculating the timing of tunnel double-layer initial support as described in any one of claims 1 to 5.

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