A deep learning-based shield tunneling under existing tunnel structure deformation calculation method

Abstract

The application discloses a kind of based on deep learning's shield underpass existing tunnel structure deformation calculation method, belong to tunnel engineering pile foundation underpinning technical field.The method includes the following steps: establishing deep learning prediction model, obtains the ground subsidence caused by newly-built shield tunnel;Through Loganathan-Poulos ground subsidence analytic formula inversion, ground loss rate is obtained;Calculate the soil displacement at the depth of existing tunnel;Calculate the additional load of existing tunnel structure in longitudinal direction;Calculate the equivalent bending stiffness and equivalent shear stiffness of existing tunnel structure in longitudinal direction;Calculate the vertical displacement under the action of additional load on the axis of existing tunnel structure, and the longitudinal deformation of tunnel structure under additional load is calculated.The application can effectively solve the problem that ground loss rate is difficult to determine due to stratum difference, and quickly and accurately obtain the ground subsidence value caused by shield construction and the soil displacement at the depth of existing tunnel.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of tunnel engineering, and particularly relates to a shield tunneling through existing tunnel structure deformation calculation method based on deep learning. BACKGROUND

[0002] With the gradual development of urban underground space, various tunnels in underground space are densely distributed, and the situation of new shield tunneling through existing tunnels is increasing. The construction of new shield tunnels inevitably disturbs the surrounding soil, causing soil deformation within a certain range. When a new shield tunnel passes through an existing tunnel, the existing tunnel structure will deform under the additional load caused by the deformation of the surrounding soil, which will adversely affect the service state of the existing tunnel, such as segment cracking, bolt damage, etc., thereby threatening the operation safety of the existing tunnel. Therefore, estimating the longitudinal deformation of the existing tunnel structure through which the new shield tunnel passes can effectively ensure safety during construction.

[0003] At present, the theoretical analysis method is used for the evaluation of the influence of new shield tunnel engineering on the longitudinal deformation of the existing tunnel structure, and the two-stage method is usually adopted: stage one, the longitudinal additional load of the existing tunnel caused by the ground settlement induced by the new shield tunnel is calculated; stage two, the longitudinal deformation of the existing tunnel structure under the additional load is calculated. In the calculation of the ground settlement induced by the new shield tunnel, the value of the ground loss rate is a key factor for the accuracy of the calculation result. The existing value method is usually based on the experience of previous shield construction, but due to the obvious difference in strata of different projects, it is difficult to determine the value of the ground loss rate, which leads to distortion in the calculation of the longitudinal deformation of the existing tunnel structure. SUMMARY

[0004] The purpose of the embodiment of the application is to provide a shield tunneling through existing tunnel structure deformation calculation method based on deep learning, which predicts the shield ground settlement through the deep learning model established under the data-physical double driving, then inversely calculates the ground loss rate through the predicted ground settlement value, and then calculates the soil displacement at the buried depth of the existing tunnel and applies it as a displacement load on the existing tunnel assumed as an elastic foundation beam, sequentially performs simplified new shield tunnel-soil-existing tunnel interaction analysis, and calculates the displacement of the existing tunnel under the additional load, thereby effectively solving the problem of difficult determination of the ground loss rate, quickly and accurately calculating the longitudinal deformation of the existing tunnel structure through which the new shield tunnel passes, providing a reference basis for quickly and accurately monitoring the safety of the existing tunnel, and thereby solving at least one technical problem involved in the background art.

[0005] In order to solve the above technical problems, the application is implemented as follows:

[0006] In a first aspect, the embodiment of the application provides a shield tunneling through existing tunnel structure deformation calculation method based on deep learning, comprising the following steps:

[0007] Step S1, a deep learning prediction model based on data-physical double driving is established, and the geometric parameters, stratum parameters, tunneling parameters and other parameters of the newly-built shield tunnel are input into the model to predict the ground settlement caused by the newly-built shield tunnel;

[0008] Step S2, the predicted ground settlement is inverted to obtain the stratum loss rate caused by the excavation of the newly-built shield tunnel through the Loganathan-Poulos ground settlement analytical formula;

[0009] Step S3, according to the semi-analytical solution of the displacement of the surrounding soil caused by the tunnel excavation proposed by Loganathan-Poulos and the inverted stratum loss rate, the soil displacement at the depth of the existing tunnel is obtained;

[0010] Step S4, according to the obtained soil displacement at the depth of the existing tunnel, the longitudinal additional load of the existing tunnel structure is calculated by using the displacement control method;

[0011] Step S5, the longitudinal equivalent bending stiffness and equivalent shear stiffness of the existing tunnel structure are calculated;

[0012] Step S6, assuming that the existing tunnel is a Timoshenko beam resting on a Winkler foundation, the vertical displacement of the existing tunnel structure under the action of the additional load on the axis of the existing tunnel structure is calculated according to the longitudinal additional load of the existing tunnel structure, and the longitudinal deformation of the tunnel structure under the additional load is calculated by means of MATLAB.

[0013] In a second aspect, an electronic device is provided, comprising:

[0014] at least one processor;

[0015] at least one memory configured to store at least one program;

[0016] When the at least one program is executed by the at least one processor, the at least one processor implements the steps of the method of the first aspect.

[0017] In a third aspect, a readable storage medium is provided, the readable storage medium stores a program or instructions, and the program or instructions are executed by a processor to implement the steps of the method of the first aspect.

[0018] In a fourth aspect, a chip is provided, the chip comprises a processor and a communication interface, the communication interface is coupled with the processor, and the processor is configured to run a program or instructions to implement the method of the first aspect.

[0019] Compared with the prior art, the present application has the following advantages:

[0020] 1、Compared with the existing calculation method, the ground surface settlement predicted by the deep learning model under the established data-physical double drive is used to inversely calculate the stratum loss rate, and then the soil displacement at the depth of the existing tunnel is calculated and used as the displacement load applied to the existing tunnel assumed as an elastic foundation beam, and the simplified new shield tunnel-soil-existing tunnel interaction analysis is sequentially performed, and the displacement of the existing tunnel under the additional load is calculated, which can effectively solve the problem that the stratum loss rate is difficult to determine due to stratum difference, and quickly and accurately obtain the ground surface settlement value and soil displacement at the depth of the existing tunnel caused by shield construction, so as to calculate the additional load on the existing tunnel caused by soil displacement and the longitudinal deformation of the existing tunnel under the load.

[0021] 2、The method can provide certain theoretical support and practical experience for longitudinal deformation prediction, analysis and control of the existing tunnel in the new shield tunnel engineering, and has certain reference value for ensuring the operation safety of the existing tunnel. BRIEF DESCRIPTION OF DRAWINGS

[0022] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed in the embodiment description will be briefly introduced as follows. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor on the basis of these drawings.

[0023] Figure 1 is a flowchart of a shield under-passing existing tunnel structure deformation calculation method based on deep learning provided by the present application;

[0024] Figure 2 is a schematic diagram of the influence of new shield tunnel construction on the existing tunnel structure provided by the present application;

[0025] Figure 3 is a tunnel longitudinal Timoshenko beam model diagram on Winkler foundation provided by the present application;

[0026] Figure 4 is one of the hardware structure schematic diagrams of the electronic device provided by the present application;

[0027] Figure 5 is the second hardware structure schematic diagram of the electronic device provided by the present application. DETAILED DESCRIPTION

[0028] With reference to the drawings of the embodiments of the present application, the technical solutions in the embodiments of the present application will be clearly and completely described. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments of the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts should fall within the scope of the present application.

[0029] The terms "first", "second", and the like in the specification and claims of the present application are used to distinguish similar objects, and are not used to describe a particular order or sequence. It should be understood that the data used in this way can be interchanged under appropriate circumstances, so that the embodiments of the present application can be implemented in an order other than those illustrated or described herein, and the objects distinguished by "first", "second", etc. are generally a class, and are not limited to the number of objects, for example, the first object can be one or more. In addition, "and / or" in the specification and claims indicates at least one of the connected objects, and the character " / ", generally indicates that the front and rear associated objects are in an "or" relationship.

[0030] The deep learning-based shield tunneling under existing tunnel structure deformation calculation method provided by the embodiments of the present application will be described in detail below in combination with the drawings, specific embodiments and application scenarios.

[0031] Please refer to Figure 1 The embodiments of the present application provide a deep learning-based shield tunneling under existing tunnel structure deformation calculation method, which comprises the following steps:

[0032] Step S1, a deep learning prediction model based on data-physical dual driving is established, the geometric parameters, stratum parameters, tunneling parameters and other parameters of the newly-built shield tunnel are input into the model, and the ground settlement caused by the newly-built shield tunnel is predicted;

[0033] Step S2, the predicted ground settlement is inverted to obtain the stratum loss rate caused by the excavation of the newly-built shield tunnel through the Loganathan-Poulos ground settlement analytical formula;

[0034] Step S3, according to the semi-analytical solution of the displacement of the surrounding soil caused by the tunnel excavation proposed by Loganathan-Poulos and the inverted stratum loss rate, the soil displacement at the depth of the existing tunnel is obtained;

[0035] Step S4, according to the obtained soil displacement at the depth of the existing tunnel, the longitudinal additional load of the existing tunnel structure is calculated by using the displacement control method;

[0036] Step S5, the longitudinal equivalent bending stiffness and equivalent shear stiffness of the existing tunnel structure are calculated;

[0037] Step S6, combined withFigure 2 and Figure 3 As shown in FIG. 1, assuming that the existing tunnel 3 is a Timoshenko beam resting on a Winkler foundation 4, the vertical displacement of the tunnel structure 2 under the additional load on the axis 1 of the existing tunnel structure is calculated according to the longitudinal additional load of the existing tunnel structure, and the longitudinal deformation of the tunnel structure 2 under the additional load is calculated by means of MATLAB.

[0038] In step S1, it should be noted that the tunnel geometric parameter is the tunnel buried depth; the stratum parameters include the fine characterization of the soil above the tunnel and the tunnel face and the groundwater depth; the tunneling parameters include the total thrust, cutterhead torque, cutterhead speed, advancing speed and soil chamber pressure; and the other parameters are whether the shield machine is stopped.

[0039] In step S2, the stratum loss rate caused by the excavation of the new shield tunnel is calculated by the following formula:

[0040]

[0041] In the formula, is the stratum loss rate; is the Poisson's ratio of the soil; is the buried depth of the new shield tunnel; is the outer diameter of the new shield tunnel structure, in meters.

[0042] In step S3, the soil displacement at the buried depth of the existing tunnel is calculated by the following formula:

[0043]

[0044] In the formula, is the buried depth of the existing tunnel.

[0045] In step S4, the additional load on the axis of the existing tunnel structure is calculated by the following formula:

[0046]

[0047] In the formula, is the foundation reaction coefficient, in kN / m 3 ; is the outer diameter of the existing tunnel structure, in meters.

[0048] In step S5, the longitudinal equivalent bending stiffness of the existing tunnel structure is calculated by the following formula:

[0049]

[0050] In the formula, is the longitudinal bending stiffness correction coefficient; is the concrete elastic modulus, unit kPa; is the segment cross-sectional moment of inertia, unit m 4 .

[0051] is the longitudinal equivalent shear stiffness of the existing tunnel structure is calculated by the following formula:

[0052]

[0053] in which, is the longitudinal shear stiffness correction coefficient; is the longitudinal bolt length, unit m; is the segment ring width, unit m; is the longitudinal bolt number; is the longitudinal bolt Timoshenko shear coefficient; is the longitudinal bolt shear modulus, unit kPa; is the longitudinal bolt cross-sectional area, unit m 2 ; is the Timoshenko shear coefficient of the segment ring; is the concrete shear modulus, unit kPa; is the tunnel cross-sectional area, unit m 2 , and , is the segment thickness, unit m.

[0054] In step S6, the calculation method of the vertical displacement of the existing tunnel structure under the action of additional load is as follows:

[0055] The longitudinal additional load of the existing tunnel structure is Fourier expanded, and the following can be obtained:

[0056]

[0057] in which, ;

[0058] Substituting the following control equation can obtain the vertical displacement of the existing tunnel structure under the action of additional load:

[0059]

[0060] in which, is the soil displacement at the depth of the existing tunnel, unit m; is the additional load on the axis of the existing tunnel structure, unit kN / m; is the longitudinal equivalent bending stiffness of the existing tunnel structure, unit kN·m 2 ; The longitudinal equivalent shear stiffness of the existing tunnel structure is kN.

[0061] The control equation solving is divided into two working conditions:

[0062] (1) When :

[0063]

[0064] In the formula:

[0065]

[0066]

[0067]

[0068] (2) When :

[0069]

[0070] In the formula:

[0071]

[0072]

[0073]

[0074]

[0075] In the formula, the undetermined coefficient According to different boundary conditions, it is obtained;

[0076] Assuming that the two ends of the tunnel are free ends, the bending moment and shear force of the existing tunnel at the boundary of the calculation range are 0, and the boundary condition can be written as:

[0077]

[0078]

[0079]

[0080]

[0081] In the formula, the tunnel rotation angle It is expressed by the following formula:

[0082]

[0083] With the help of MATLAB calculation method, the longitudinal deformation of the tunnel structure under additional load can be solved.

[0084] As Figure 4 shown, the embodiment of the present application further provides an electronic device 600, which comprises a processor 601, a memory 602, a program or instruction stored in the memory 602 and executable on the processor 601, the program or instruction is executed by the processor 601 to realize the processes of the above-mentioned 3DGS-based panoramic reconstruction method embodiment and achieve the same technical effects, to avoid repetition, which will not be described here.

[0085] It should be noted that the first electronic device in the embodiment of the present application includes the mobile electronic device and the non-mobile electronic device described above.

[0086] Figure 5 The hardware structure schematic diagram of the electronic device for realizing the embodiment of the present application.

[0087] The electronic device 700 includes but is not limited to: a radio frequency unit 701, a network module 702, an audio output unit 703, an input unit 704, a sensor 705, a display unit 706, a user input unit 707, an interface unit 708, a memory 709, and a processor 710, etc.

[0088] Those skilled in the art can understand that the electronic device 700 can further include a power supply (such as a battery) for supplying power to each component, and the power supply can be logically connected to the processor 710 through a power management system, so as to realize the functions of managing charging, discharging, and power consumption management through the power management system. Figure 5 The electronic device structure shown in the above-mentioned figure does not constitute a limitation on the electronic device, and the electronic device can include more or less components than the figure, or combine certain components, or different component arrangements, which will not be described here.

[0089] It should be understood that in the embodiments of the present application, the input unit 704 can include a graphics processing unit (GPU) 7041 and a microphone 7042, and the graphics processing unit 7041 processes image data of a still image or a video obtained by an image capture device (such as a camera) in a video capture mode or an image capture mode. The display unit 706 can include a display panel 7061, which can be configured in the form of a liquid crystal display, an organic light-emitting diode, etc. The user input unit 707 includes a touch panel 7071 and other input devices 7072. The touch panel 7071 is also called a touch screen. The touch panel 7071 can include two parts of a touch detection device and a touch controller. The other input devices 7072 can include, but are not limited to, a physical keyboard, function keys (such as volume control keys, on-off keys, etc.), trackballs, mice, joysticks, etc., which will not be described here. The memory 709 can be used to store software programs and various data, including but not limited to application programs and operating systems. The processor 710 can integrate an application processor and a modem processor, wherein the application processor mainly processes operating systems, user interfaces and application programs, etc., and the modem processor mainly processes wireless communication. It can be understood that the above-mentioned modem processor can also not be integrated into the processor 710.

[0090] The embodiments of the present application also provide a readable storage medium, which stores programs or instructions, and the programs or instructions are executed by a processor to realize the processes of the above-mentioned 3DGS-based panoramic reconstruction method embodiments and achieve the same technical effects. To avoid repetition, details will not be described here.

[0091] The processor is the processor in the electronic device described in the above-mentioned embodiments. The readable storage medium includes a computer readable storage medium, such as a computer read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, etc.

[0092] The embodiments of the present application further provide a chip, which includes a processor and a communication interface, the communication interface is coupled with the processor, and the processor is used to run programs or instructions to realize the processes of the above-mentioned 3DGS-based panoramic reconstruction method embodiments and achieve the same technical effects. To avoid repetition, details will not be described here.

[0093] It has to be understood that, in the present document, the terms "comprising", "including", or any other variant thereof, are intended to cover a non-exclusive inclusion, such that processes, methods, articles, or apparatuses that comprise a list of elements are not limited to those elements, but can include other elements not expressly listed or inherent to such processes, methods, articles, or apparatuses. Without further limitation, an element preceded by "comprises a" does not, without more constraints, foreclose the existence of additional identical elements in the process, method, article, or apparatus that comprises the recited element.

[0094] Furthermore, it is indicated that the scope of the methods and apparatuses of the embodiments of the present application is not limited to performing functions in the order discussed or illustrated, and includes performing functions in other orders, or substantially concurrently, in response to the function involved, such as performing the described methods in a different order than described, and also adding, omitting, or combining various steps. In addition, features described in relation to certain examples can be combined in other examples.

[0095] The embodiments of the present application described above are merely illustrative, and are not intended to limit the present application, and the present application is not limited to the above-described embodiments, and various modifications can be made by those skilled in the art without departing from the scope of the present application, and all such modifications are intended to fall within the scope of the present application.

Claims

1. A method for calculating deformation of shield tunneling under existing tunnel structure based on deep learning, characterized in that: The following steps are involved: Step S1: Establish a deep learning prediction model driven by both data and physics. Input the geometric parameters, formation parameters, excavation parameters, and other parameters of the newly built shield tunnel into the model to predict the surface settlement caused by the newly built shield tunnel. Step S2: Inverting the predicted surface settlement using the Loganathan-Poulos surface settlement analytical formula to obtain the ground loss rate caused by the excavation of the new shield tunnel; Step S3, obtaining the soil displacement at the existing tunnel burial depth based on the semi-analytical solution and inversion of the surrounding soil displacement caused by tunnel excavation to obtain the stratum loss rate; Step S4, calculating the longitudinal additional load of the existing tunnel structure using a displacement control method based on the obtained soil displacement at the existing tunnel burial depth; Step S5, calculating the longitudinal equivalent bending stiffness and equivalent shear stiffness of the existing tunnel structure; In step S6, assuming that the existing tunnel is a Timoshenko beam resting on a Winkler foundation, the vertical displacement on the axis of the existing tunnel structure under the additional load is calculated based on the longitudinal additional load of the existing tunnel structure, and the longitudinal deformation of the tunnel structure under the additional load is calculated with the help of MATLAB.

2. The method according to claim 1, characterized in that In step S1, the tunnel geometry parameter is the tunnel depth; the formation parameters include a detailed representation of the soil above the tunnel and the tunnel face, which is rich in spatial physical information, as well as the groundwater depth; the excavation parameters include total thrust, cutterhead torque, cutterhead speed, propulsion speed, and soil bin pressure; and other parameters include whether the shield machine is shut down.

3. The method according to claim 2, characterized in that In step S2, the ground loss rate caused by the excavation of the new shield tunnel is Calculated by the following formula: Where, is the formation loss rate; is the Poisson's ratio of the soil; The burial depth of the newly built shield tunnel; It is the outer diameter of the new shield tunnel structure.

4. The method according to claim 3, characterized in that In step S3, the displacement of the soil at the depth of the existing tunnel Calculated by the following formula: Where, The burial depth of the existing tunnel.

5. The method according to claim 4, characterized in that In step S4, the existing tunnel structure is subjected to additional longitudinal load Calculated by the following formula: Where, is the foundation reaction coefficient; It is the outer diameter of the existing tunnel structure.

6. The method according to claim 5, characterized in that In step S5, the longitudinal equivalent bending stiffness of the existing tunnel structure Calculated by the following formula: Where, is the correction factor of longitudinal bending stiffness; is the elastic modulus of concrete; is the moment of inertia of the segment cross section.

7. The method according to claim 6, characterized in that In step S5, the longitudinal equivalent shear stiffness of the existing tunnel structure Calculated by the following formula: Where, is the longitudinal shear stiffness correction factor; is the longitudinal bolt length; is the segment ring width; is the number of longitudinal bolts; is the Timoshenko shear coefficient of the longitudinal bolt; is the longitudinal bolt shear modulus; is the longitudinal bolt cross-sectional area; is the Timoshenko shear coefficient of the segment ring; is the shear modulus of concrete; is the tunnel cross-sectional area, and , is the thickness of the tube segment.

8. The method according to claim 1, characterized in that In step S6, the calculation method of the vertical displacement of the existing tunnel structure under the additional load is as follows: Additional load on the axis of the existing tunnel structure Performing Fourier expansion, we can get: Where, ; Substituting the following governing equations, we can obtain the vertical displacement of the existing tunnel structure under the additional load: 。 9. The method according to claim 8, characterized in that The control equation solution is divided into two working conditions: (1) When hour: Where: (2) When hour: Where: In the formula, the coefficient to be determined is Obtained according to different boundary conditions; Assuming that both ends of the tunnel are free, the bending moment and shear force of the existing tunnel at the boundary of the calculation range are both 0, and the boundary conditions are: Where, tunnel angle It is expressed by the following formula: The longitudinal deformation of the tunnel structure under additional load can be solved with the help of MATLAB calculation method.

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