Tunnel double-layer preliminary bracing construction opportunity calculation method, device, equipment and medium

Abstract

The invention provides a tunnel double-layer primary support construction opportunity calculation method and device, equipment and a medium, and relates to the technical field of civil engineering. Constructing based on the initial ground stress and a displacement expression generated after a preset support structure is constructed to obtain a support force expression provided by a first layer of primary support; performing optimization construction according to a tangential stress expression at the boundary of the viscoplastic zone of the tunnel, a support force expression provided by the first layer of primary support and the peripheral displacement of the tunnel wall to obtain a construction opportunity function; constructing according to the construction opportunity function and a preset physical constraint condition to obtain a target loss function; and constructing based on the target loss function and a preset transcendental equation method to obtain a transcendental neural network model, and solving the transcendental neural network model to obtain the optimal support opportunity of the initial stage of the second layer. The method solves the problem that in the prior art, the optimal initial supporting opportunity of the double layers of the tunnel cannot be rapidly and accurately obtained, and the construction safety of the tunnel is guaranteed.

Description

Technical Field

[0001] The present invention relates to the technical field of civil engineering, and in particular to a method, device, equipment and medium for calculating the timing of applying double-layer initial support for a tunnel. Background Art

[0002] In the existing civil engineering technology field, the stress release process and the changing rules of surrounding rock displacement, stress and tensile strain are generally used for judgment, or the total station is used to monitor the rate ratio of the arch settlement and side wall deformation of the tunnel surrounding rock on site, which leads to the problem that the optimal timing of the double-layer initial support of the tunnel cannot be obtained quickly and accurately. Therefore, a method, device, equipment and medium for calculating the timing of double-layer initial support are urgently needed to solve the problem that the optimal timing of the double-layer initial support of the tunnel cannot be obtained quickly and accurately in the existing technology, and ensure the construction safety of the tunnel. Summary of the invention

[0003] The purpose of the present invention is to provide a method, device, equipment and medium for calculating the timing of double-layer initial support in a tunnel to improve the above-mentioned problem. In order to achieve the above-mentioned purpose, the technical solution adopted by the present invention is as follows:

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

[0005] Obtaining surrounding rock information, wherein the surrounding rock information includes a stress expression of any point in the plastic zone, a displacement around the tunnel wall, and an initial ground stress;

[0006] According to the stress expression of any point in the plastic zone and the preset tunnel radius, a tangential stress expression at the boundary of the tunnel viscoplastic zone is constructed;

[0007] Based on the initial ground stress and the displacement expression occurring after the preset support structure is constructed, an expression for the support force provided by the first layer of initial support is obtained;

[0008] An optimization is performed based on the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, the support force expression provided by the first layer of initial support, and the displacement around the tunnel wall to obtain an operation timing function;

[0009] According to the application timing function and the preset physical constraints, a target loss function is constructed;

[0010] Based on the target loss function and the preset transcendental equation method, a transcendental neural network model is constructed to obtain the transcendental neural network model, and the optimal support timing in the initial stage of the second layer is obtained by solving the transcendental neural network model.

[0011] In a second aspect, the present application also provides a device for calculating the timing of double-layer initial support application in a tunnel, comprising:

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

[0013] A first construction module is used 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 the boundary of the tunnel viscoplastic zone;

[0014] The second construction module is used to construct an expression for the support force provided by the first layer of initial support based on the initial ground stress and the displacement expression occurring after the preset support structure is constructed;

[0015] The third construction module is used to optimize and construct according to the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, the support force expression provided by the first layer of initial support, and the displacement around the tunnel wall to obtain the construction timing function;

[0016] A fourth construction module is used to construct according to the application timing function and preset physical constraints to obtain a target loss function;

[0017] The first calculation module is used to construct based on the target loss function and the preset transcendental equation method to obtain a transcendental neural network model, solve the transcendental neural network model, and obtain the optimal support timing in the initial stage of the second layer.

[0018] In a third aspect, the present application also provides a device for calculating the timing of double-layer initial support construction in a tunnel, including:

[0019] Memory for storing computer programs;

[0020] A processor is used to implement the steps of the method for calculating the timing of applying double-layer initial support for a tunnel when executing the computer program.

[0021] In a fourth aspect, the present application further provides a readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the steps of the above-mentioned method for calculating the timing of application of double-layer initial support for a tunnel are implemented.

[0022] The beneficial effects of the present invention are:

[0023] The present invention solves the problem that the optimal initial support timing of the double layer of the tunnel cannot be obtained by calculation in the prior art through the tangential stress at the boundary of the visco-plastic zone of the tunnel, the support force provided by the first layer of initial support, and the displacement around the tunnel wall. The neural network model solves the problem that the support timing cannot be obtained quickly and accurately by manual judgment through data in the prior art. The tangential stress at the boundary of the visco-plastic zone of the tunnel, the support force provided by the first layer of initial support, the displacement around the tunnel wall, and the neural network model are jointly set to solve the problem that the optimal initial support timing of the double layer of the tunnel cannot be obtained quickly and accurately in the prior art, thereby ensuring the construction safety of the tunnel.

[0024] Other features and advantages of the present invention will be described in the following description, and partly become apparent from the description, or be understood by implementing the embodiments of the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments are briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0026] Figure 1 It is a schematic diagram of the flow chart of the method for calculating the timing of applying double-layer initial support for a tunnel described in an embodiment of the present invention;

[0027] Figure 2 It is a schematic diagram of the structure of the equipment for calculating the timing of double-layer initial support application in a tunnel described in an embodiment of the present invention.

[0028] Markings in the figure: 800, tunnel double-layer initial support application 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 purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. The components of the embodiments of the present invention generally described and shown in the drawings here can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

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

[0031] Embodiment 1:

[0032] This embodiment provides a method for calculating the timing of applying double-layer initial support for a tunnel.

[0033] See also Figure 1 , the figure shows that the method includes steps S1 to S6, including:

[0034] S1: Obtaining surrounding rock information, wherein the surrounding rock information includes a stress expression of any point in the plastic zone, a displacement around the tunnel wall, and an initial ground stress;

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

[0036]

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

[0038] In order to clarify the specific construction method of the displacement around the tunnel wall, step S1 includes S11 to S13, which are:

[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 of any point in the viscoplastic zone;

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

[0041]

[0042] In the above formula (2), represents the radial stress at the boundary of the viscoplastic zone, represents the tangential stress at the boundary of the viscoplastic zone, σ represents the stress, θ represents the tangent direction, r represents the distance from any point to the center of the tunnel, R p represents the radius of the viscoplastic bearing zone, k p represents an internal friction angle with the rock material Related parameters, p0 represents the initial ground stress, σ c Indicates the compressive strength of rock.

[0043] In order to clarify the specific construction method of the plastic displacement expression of the surrounding rock, step S11 includes S111 to S115, which are:

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

[0045] In order to clarify the specific construction method of the total plastic strain, step S111 includes S1111 to S1114, which are:

[0046] S1111: Obtaining the rheological tangential strain of the visco-plastic zone and the rheological radial strain of the visco-plastic zone;

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

[0048]

[0049] In the above formula (3), represents the rheological tangential strain in the viscoplastic region, σ r represents radial stress, σ θ represents the tangential stress, E2 represents the elastic modulus associated with the Kelvin body of 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 of the Nishihara model, representing the viscous behavior of the material before yielding, σ s It represents the long-term strength of rock, η2 represents the viscosity coefficient of Newtonian body in Kelvin model of Nishihara model, and t represents the time required for construction of the research section to the excavation surface.

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

[0051] S1112: constructing based on the rheological tangential strain of the viscoplastic zone and the preset tangential strain of the viscoplastic zone to obtain the total tangential strain of the viscoplastic zone;

[0052] In this step, the preset tangential strain of the visco-plastic zone includes the elastic tangential strain of the visco-plastic zone and the plastic tangential strain of the visco-plastic zone;

[0053] In this step, the total tangential strain of the viscoplastic zone is:

[0054]

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

[0056] S1113: constructing based on the rheological radial strain of the visco-plastic zone and the preset radial strain of the visco-plastic zone to obtain the total radial strain of the visco-plastic zone;

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

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

[0059]

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

[0061] S1114: Construct according to the total radial strain of the visco-plastic zone and the total tangential strain of the visco-plastic zone to obtain the total plastic strain.

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

[0063]

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

[0065] S112: constructing based on the total plastic strain, the preset geometric equation and the preset flow law expression of volume expansion to obtain the rheological total strain of the viscoplastic zone and the elastic total strain expression of the viscoplastic zone;

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

[0067]

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

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

[0070]

[0071] In the above formula (8), represents the total radial strain in the viscoplastic zone, represents the total tangential strain in the viscoplastic zone, and k represents the volume expansion coefficient.

[0072] In this step, the expressions of the total rheological strain in the viscoplastic zone and the total elastic strain in the viscoplastic zone are:

[0073]

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

[0075] S113: constructing the Poisson's ratio, the initial geostress and the rheological tangential strain of the preset viscoplastic zone based on the preset elastic deformation capacity of the Nishihara model to obtain a first expression;

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

[0077]

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

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

[0080] S114: constructing the first expression and the volume expansion coefficient based on the rheological total strain of the visco-plastic zone and the elastic total strain expression of the visco-plastic zone to obtain a non-plastic strain expression;

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

[0082]

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

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

[0085] S115: constructing an expression for plastic displacement of the surrounding rock according to the non-plastic strain expression and a preset expression for surrounding rock stress in the viscoplastic zone, and obtaining an expression for plastic displacement of the surrounding rock.

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

[0087]

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

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

[0090]

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

[0092] In order to clarify the specific construction method of the displacement expression of any point in the viscoplastic zone, step S11 includes S116 to S119, which are:

[0093] S116: Obtaining the volume expansion coefficient, the radial total strain of the visco-plastic zone, and the tangential total strain of the visco-plastic zone;

[0094] S117: based on the preset elastic deformation capacity of the Nishihara model and the preset geometric equation, convert the displacement of any point in the preset viscoelastic region and the preset radius of the viscoplastic bearing region to obtain a second expression;

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

[0096]

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

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

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

[0100]

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

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

[0103] S118: constructing based on the second expression and the preset radius of the viscoplastic bearing zone to obtain the displacement of the surrounding rock in the plastic boundary zone;

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

[0105]

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

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

[0108] S119: Solving 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 of any point in the viscoplastic zone is:

[0110]

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

[0112] S12: constructing an expression for the radius of the viscoplastic bearing zone according to the stress expression at the boundary of the viscoplastic zone and the stress expression at any point in the plastic zone;

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

[0114]

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

[0116] S13: constructing according to the radius expression of the viscoplastic bearing zone, the plastic displacement expression of the surrounding rock and the displacement expression of any point in the viscoplastic zone to obtain the displacement around the tunnel wall.

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

[0118]

[0119] In the above formula (19), 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, p0 represents the initial ground stress, p * represents the support force, R0 represents the tunnel radius, σ c Indicates the compressive strength of rock, k p represents an internal friction angle with the rock material The relevant parameters, c represents the cohesion of the rock, Represents the internal friction angle of rock.

[0120] S2: constructing a stress expression at any point in the plastic zone and a preset tunnel radius to obtain a tangential stress expression at the boundary of the tunnel viscoplastic zone;

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

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

[0123] S21: Get the cohesion of rock;

[0124] S22: constructing an expression for the tangential stress of the surrounding rock in the visco-plastic stage based on the cohesion of the rock, a preset tunnel radius, a preset distance of any point from the tunnel center point, and a preset support force;

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

[0126]

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

[0128] S23: According to the preset loose zone constraint condition and the surrounding rock tangential stress expression in the visco-plastic stage, the preset tunnel radius and the distance of any preset point from the tunnel center point are converted to obtain the tangential stress expression at the boundary of the tunnel visco-plastic zone.

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

[0130]

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

[0132] In order to clarify the specific construction method of the preset loose zone constraint condition, step S23 includes S231 to S235, which are:

[0133] S231: Obtain the tangential stress on the boundary of the loose zone;

[0134] S232: constructing a stress satisfying formula on the boundary of the loosened area based on the tangential stress on the boundary of the loosened area and the initial ground stress;

[0135] In this step, the stress on the boundary of the loose zone satisfies the formula:

[0136] σ θ =p0 (22)

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

[0138] S233: judging the distance between the arbitrary point and the tunnel center point and the preset radius of the tunnel based on a preset judging condition, and obtaining a state that the surrounding rock is about to have a loose zone;

[0139] In this step, the state of the surrounding rock being about to loosen is that the cave wall gradually expands into the surrounding rock, and the state of the surrounding rock being about to loosen 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 no loose zone appears in the surrounding rock;

[0142] S235: constructing the constraint conditions of the loose zone according to the stress satisfying formula on the boundary of the loose zone, the state of the surrounding rock before the loose zone appears, and the stress state of the surrounding rock before the loose zone appears, and obtaining the constraint conditions of the loose zone.

[0143] In this step, the loose zone constraint condition is

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

[0145] S3: constructing an expression for the support force provided by the first layer of initial support based on the initial ground stress and the displacement expression occurring after the preset support structure is constructed;

[0146] In order to clarify the specific method of obtaining the expression of the support force provided by the first layer of initial support, step S3 includes S31 to S33, which are:

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

[0148] S32: constructing based on the initial ground stress and the time required for the preset research section to be constructed to the excavation surface, and obtaining a preset support force expression;

[0149] In this step, the preset support force expression is:

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

[0151] In the above formula (23), p1 represents the preset support force, m represents a constant, t represents the time required for the construction of the study section to the excavation surface, 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 surface is the time required for the second layer of initial support after the excavation of the study section.

[0153] S33: Construct the support force expression provided by the first layer of initial support based on the stiffness coefficient of the support structure, the wall displacement of the excavation surface, the preset support force expression, the displacement expression occurring after the preset support structure is constructed, and the support force provided by the preset first layer of initial support, to obtain the support force expression provided by the first layer of initial support.

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

[0155]

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

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

[0158] S4: Optimizing and constructing the construction timing function according to the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, the support force expression provided by the first layer of initial support, and the displacement around the tunnel wall;

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

[0160]

[0161] In the above formula (25), represents the tangential stress at the boundary of the tunnel viscoplastic zone, represents the tangential stress of the surrounding rock in the viscoplastic stage, p * represents the supporting force, c represents the cohesion of the rock, represents the internal friction angle of the rock, R0 represents the radius of the tunnel, r represents the distance from any point to the center of the tunnel, k p represents an internal friction angle with the rock material Related parameters, p2 represents the support force provided by the first layer of initial support, p1 represents the support force of the preset construction, m represents a constant, t represents the time required for the construction of the research section to the excavation surface, p0 represents the initial ground stress, e represents the natural logarithm, k c represents the stiffness coefficient of the support structure, u represents the displacement of the support structure after construction, u0 represents the displacement of the wall of the excavation surface at a certain point, and 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, R p represents the radius of the viscoplastic bearing zone, R0 represents the tunnel radius, σ c Indicates the compressive strength of rock.

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

[0163] S5: constructing a target loss function according to the application timing function and the preset physical constraints;

[0164] In order to clarify the specific method of obtaining the target loss function, step S5 includes S51 to S52, which are specifically:

[0165] S51: constructing a first-layer loss function based on a support force expression provided by the first-layer initial support and a preset support force expression;

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

[0167]

[0168] In the above formula (26), represents the first layer loss function, It represents the sum from 1 to n. represents the sample capacity, p2 represents the expression of the support force provided by the first layer of initial support, Indicates the support force of the preset construction.

[0169] S52: Construct according to the first layer loss function and the preset physical constraint conditions to obtain a target loss function.

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

[0171]

[0172] In the above formula (27), MSE p represents the physical constraints, It represents the sum from 1 to n. represents the sample size, p * represents the preset support force, Represents the predicted support force.

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

[0174]

[0175] In the above formula (28), represents the target loss function, It represents the sum from 1 to n. represents the sample capacity, p2 represents the expression of the support force provided by the first layer of initial support, represents the support force of the preset structure, p * represents the preset support force, Represents the predicted support force.

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

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

[0178] In order to clarify the specific method of obtaining the optimal support timing at the initial stage of the second layer, step S6 includes S61 to S63, which are:

[0179] S61: determining the input layer and output layer of the network according to the surrounding rock information, and randomly initializing the weight and bias 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. After passing through several hidden layers, the output of the last hidden layer is multiplied with another set of surrounding rock information to obtain the result of the output layer. The weights and bias values ​​of each layer will be randomly initialized.

[0181] S62: Taking the target loss function as the optimization target, in each iteration process, calculating the gradient of the loss function under the current parameters according to the optimizer, updating the weights and biases of the neural network through the gradient information, and stopping the iteration when the value of the target loss function satisfies the physical constraint condition to obtain a transcendent neural network model;

[0182] The target loss function is a mean square 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, and the weights are changed in the direction opposite to the gradient. The target loss function decreases accordingly. When the physical constraints are met, the iteration is stopped to obtain a transcendent neural network model.

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

[0184] The transcendental neural network model performs calculations based on the input displacement of the support structure after construction and the support stiffness to obtain the optimal support timing for the initial stage of the second layer.

[0185] Embodiment 2:

[0186] This embodiment provides a device for calculating the timing of double-layer initial support application in a tunnel, the device comprising:

[0187] An acquisition module is used to acquire surrounding rock information, wherein the surrounding rock information includes a stress expression of any point in the plastic zone, a displacement around the tunnel wall, and an initial ground stress;

[0188] A first construction module is used 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 the boundary of the tunnel viscoplastic zone;

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

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

[0191] A fourth construction module is used to construct according to the application timing function and preset physical constraints to obtain a target loss function;

[0192] In an embodiment disclosed in the present invention, the fourth building block includes: a first building unit and a second building unit, specifically:

[0193] A first construction unit is used to construct a first-layer loss function based on a support force expression provided by the first-layer initial support and a preset support force expression;

[0194] The second construction unit is used to construct according to the first layer loss function and the preset physical constraint conditions to obtain a target loss function.

[0195] The first calculation module is used to construct based on the target loss function and the preset transcendental equation method to obtain a transcendental neural network model, 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, regarding the device in the above embodiment, the specific manner in which each module performs the operation has been described in detail in the embodiment of the method, and will not be elaborated here.

[0197] Embodiment 3:

[0198] Corresponding to the above method embodiment, this embodiment also provides a tunnel double-layer initial support application timing calculation device. The tunnel double-layer initial support application timing calculation device described below and the tunnel double-layer initial support application timing calculation method described above can be referenced to each other.

[0199] Figure 2 FIG. 8 is a block diagram of a device 800 for calculating the timing of double-layer initial support construction in a tunnel 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, a memory 802. The tunnel double-layer initial support construction timing calculation device 800 may also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0200] The processor 801 is used to control the overall operation of the tunnel double-layer initial support application timing calculation device 800 to complete all or part of the steps in the above-mentioned tunnel double-layer initial support application timing calculation method. The memory 802 is used to store various types of data to support the operation of the tunnel double-layer initial support application timing calculation device 800, and these data may include, for example, instructions for any application or method operating on the tunnel double-layer initial support application timing calculation device 800, as well as application-related data, such as contact data, sent and received messages, pictures, audio, video, etc. The memory 802 can be implemented by 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 memory, flash memory, disk or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touch screen, 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 signal may be further stored in the memory 802 or sent via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 804 provides an interface between the processor 801 and other interface modules, and the above-mentioned other interface modules can be keyboards, mice, buttons, etc. These buttons can be virtual buttons or physical buttons. The communication component 805 is used for wired or wireless communication between the tunnel double-layer initial support construction timing calculation device 800 and other devices. Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more of them, so the corresponding communication component 805 can include: Wi-Fi module, Bluetooth module, NFC module.

[0201] In an exemplary embodiment, the tunnel double-layer initial support application timing calculation device 800 can be implemented by one or more application specific integrated circuits (Application Specific Integrated Circuit, referred to as ASIC), digital signal processors (Digital Signal Processor, referred to as DSP), digital signal processing devices (Digital Signal Processing Device, referred to as DSPD), programmable logic devices (Programmable Logic Device, referred to as PLD), field programmable gate arrays (Field Programmable Gate Array, referred to as FPGA), controllers, microcontrollers, microprocessors or other electronic components, and is used to execute the above-mentioned tunnel double-layer initial support application timing calculation method.

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

[0203] Embodiment 4:

[0204] Corresponding to the above method embodiment, a readable storage medium is also provided in this embodiment. The readable storage medium described below and the method for calculating the timing of applying double-layer initial support for a tunnel described above can refer to each other.

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

[0206] The readable storage medium may specifically be a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, or other readable storage medium that can store program codes.

[0207] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

[0208] The above is only a specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art can easily think of changes or substitutions within the technical scope disclosed by the present invention, which should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention should be based on the protection scope of the claims.

Claims

1. Calculation method for the timing of double-layer initial support construction in tunnels, It is characterized in that include: Obtaining surrounding rock information, wherein the surrounding rock information includes a stress expression of any point in the plastic zone, a displacement around the tunnel wall, and an initial ground stress; According to the stress expression of any point in the plastic zone and the preset tunnel radius, a tangential stress expression at the boundary of the tunnel viscoplastic zone is constructed; Based on the initial ground stress and the displacement expression occurring after the preset support structure is constructed, an expression for the support force provided by the first layer of initial support is obtained; An optimization is performed based on the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, the support force expression provided by the first layer of initial support, and the displacement around the tunnel wall to obtain an operation timing function; According to the application timing function and the preset physical constraints, a target loss function is constructed; Based on the target loss function and the preset transcendental equation method, a transcendental neural network model is constructed to obtain the transcendental neural network model, and the optimal support timing in the initial stage of the second layer is obtained by solving the transcendental neural network model.

2. The method for calculating the timing of double-layer initial support for a tunnel according to claim 1 is characterized in that, according to the timing function of the application and the preset physical constraints, a target loss function is obtained. include: Based on the support force expression provided by the first layer of initial support and the preset support force expression, a first layer loss function is obtained; The target loss function is obtained by constructing the first layer loss function and the preset physical constraint conditions.

3. The method for calculating the timing of double-layer initial support construction of a tunnel according to claim 2 is characterized in that, 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 of the second layer in the early stage, and the surrounding rock information includes the displacement and support stiffness after the support structure is constructed. include: Determine the input layer and output layer of the network according to the surrounding rock information, and randomly initialize the weight and bias of each layer; Taking the target loss function as the optimization target, in each iteration process, the gradient of the loss function under the current parameters is calculated according to the optimizer, and the weight and bias of the neural network are updated through the gradient information. When the value of the target loss function satisfies the physical constraint condition, the iteration is stopped to obtain a transcendent neural network model; The displacement of the support structure after construction and the support stiffness are input into the transcendental neural network model for solution to obtain the optimal support timing for the initial stage of the second layer.

4. The method for calculating the timing of double-layer initial support construction in a tunnel according to claim 1 is characterized in that, according to the stress expression of any point in the plastic zone and the preset tunnel radius, a tangential stress expression at the boundary of the viscoplastic zone of the tunnel is obtained, and the stress expression of any point in the plastic zone includes the tangential stress expression of the surrounding rock in the viscoplastic stage, include: Obtain the cohesion of rock; 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, an expression for the tangential stress of the surrounding rock in the visco-plastic stage is obtained; According to the preset loose zone constraint conditions and the surrounding rock tangential stress expression in the visco-plastic stage, the preset tunnel radius and the distance of any preset point from the tunnel center point are converted to obtain the tangential stress expression at the boundary of the tunnel visco-plastic zone.

5. The method for calculating the timing of double-layer initial support construction in a tunnel according to claim 1 is characterized in that the displacement of the surrounding area of ​​the tunnel wall is obtained, include: Obtain the stress expression at the boundary of the viscoplastic zone, the plastic displacement expression of the surrounding rock, and the displacement expression of any point in the viscoplastic zone; According to the stress expression at the boundary of the viscoplastic zone and the stress expression at any point of the plastic zone, an expression for the radius of the viscoplastic bearing zone is constructed; The displacement around the tunnel wall is obtained by constructing an expression based on the radius expression of the viscoplastic bearing zone, the plastic displacement expression of the surrounding rock, and the displacement expression of any point in the viscoplastic zone.

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

7. A device for calculating the timing of double-layer initial support construction in a tunnel. It is characterized in that include: An acquisition module is used to acquire surrounding rock information, wherein the surrounding rock information includes a stress expression of any point in the plastic zone, a displacement around the tunnel wall, and an initial ground stress; A first construction module is used 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 the boundary of the tunnel viscoplastic zone; The second construction module is used to construct an expression for the support force provided by the first layer of initial support based on the initial ground stress and the displacement expression occurring after the preset support structure is constructed; The third construction module is used to optimize and construct according to the tangential stress expression at the boundary of the viscoplastic zone of the tunnel, the support force expression provided by the first layer of initial support, and the displacement around the tunnel wall to obtain the construction timing function; A fourth construction module is used to construct according to the application timing function and preset physical constraints to obtain a target loss function; The first calculation module is used to construct based on the target loss function and the preset transcendental equation method to obtain a transcendental neural network model, solve the transcendental neural network model, and obtain the optimal support timing in the early stage of the second layer.

8. The device for calculating the timing of double-layer initial support for a tunnel according to claim 7 is characterized in that the fourth construction module is used to construct according to the timing function of the construction and the preset physical constraints to obtain the target loss function, include: A first construction unit is used to construct a first-layer loss function based on a support force expression provided by the first-layer initial support and a preset support force expression; The second construction unit is used to construct according to the first layer loss function and the preset physical constraint conditions to obtain a target loss function.

9. A device for calculating the timing of double-layer initial support construction in tunnels. It is characterized in that include: Memory for storing computer programs; A processor is used to implement the steps of the method for calculating the timing of applying double-layer initial support for a tunnel as described in any one of claims 1 to 6 when executing the computer program.

10. A readable storage medium, Features : A computer program is stored on the readable storage medium, and when the computer program is executed by the processor, the steps of the method for calculating the timing of applying double-layer initial support for a tunnel are implemented as described in any one of claims 1 to 6.

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