Method for calculating additional earth pressure of shield tunnel in soft soil layer caused by shield posture deviation

Abstract

The application relates to the technical field of tunnels and discloses a method for calculating additional earth pressure of a shield tunnel in soft soil layers caused by shield posture deviation. The method comprises the following steps: assuming that the shield tunnel is in a uniform, isotropic and infinite elastic stratum; respectively calculating additional earth pressure values of the tunnel caused by horizontal right deviation of the shield, vertical upward deviation of the shield and vertical downward deviation of the shield; and based on a superposition formula and the additional earth pressure values of the tunnel caused by the horizontal right deviation of the shield, the vertical upward deviation of the shield and the vertical downward deviation of the shield, solving the additional earth pressure value of the tunnel caused by deviation of the shield in any direction. The calculation method considers adaptability under different stratum conditions, tunnel burial depths and shield posture deviation amounts, and the additional earth pressure caused by deviation of the shield in any direction is calculated through the superposition formula from the additional earth pressure caused by horizontal and vertical deviation of the shield, so that the calculation time is shortened and the design efficiency is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunneling, in particular to a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation. BACKGROUND

[0002] In recent years, with the continuous development of shield tunneling technology, shield construction safety has attracted more and more attention and emphasis. In the process of shield tunneling construction, the deviation of shield tunneling posture will change the stress release path of the stratum, and affect the earth pressure and distribution of the tunnel structure. A large number of existing engineering construction measured data show that in the process of shield tunnel construction, the shield tunneling posture is difficult to be ideally controlled, especially in complex geological environment conditions, the shield tunneling posture has become an important influencing factor in the design of tunnel structure.

[0003] At present, according to the different action modes of earth pressure, the conventional calculation methods of the earth pressure borne by the shield tunnel segment are divided into three categories: simplified calculation method, stratum-structure analysis method and field monitoring and model test method. The research on the influence of shield posture deviation on tunnel structure load is mainly about the influence of shield jacking force and shield tail brush pressure on the direct additional load of tunnel lining structure when the posture deviates. At present, there is no further research on the problem of uneven release of stratum stress caused by shield posture deviation. SUMMARY

[0004] The main purpose of the present application is to provide a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation, which aims to solve at least one of the above problems.

[0005] To achieve the above purpose, the present application provides a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation, comprising:

[0006] The shield tunnel is in a uniform, isotropic and infinite elastic stratum;

[0007] The additional earth pressure values of the tunnel caused by the horizontal right deviation of the shield, the vertical upward deviation of the shield and the vertical downward deviation of the shield are calculated respectively;

[0008] Based on the superposition formula and the additional earth pressure values of the tunnel caused by the horizontal right deviation of the shield, the vertical upward deviation of the shield and the vertical downward deviation of the shield, the additional earth pressure value of the tunnel caused by the deviation of the shield in any direction is solved.

[0009] In some embodiments, the additional earth pressure values of the tunnel caused by the horizontal right deviation of the shield, the vertical upward deviation of the shield and the vertical downward deviation of the shield are calculated respectively, comprising:

[0010] calculating the tunnel stratum radial stiffness based on a stiffness formula according to a tunnel radial and tangential displacement ratio, a first constant, a second constant, a third constant, and a fourth constant;

[0011] obtaining a shield horizontal offset and a shield vertical offset;

[0012] calculating a stratum radial deformation increment caused by the shield horizontal right offset, the shield vertical upward offset, and the shield vertical downward offset according to the shield horizontal offset and the shield vertical offset;

[0013] calculating a tunnel additional earth pressure value caused by the shield horizontal right offset, the shield vertical upward offset, and the shield vertical downward offset according to the tunnel stratum radial stiffness and the stratum radial deformation increment.

[0014] In some embodiments, the stiffness formula is:

[0015]

[0016] wherein Ω is a tunnel radial and tangential displacement ratio; θ is a tunnel position direction angle, starting from the top of the tunnel and taking counterclockwise as positive; α1 is a first constant determined according to E1, v1, R1, R3; α2 is a second constant determined according to E1, v1, R1, R3; β1 is a third constant determined according to E1, v1, R1, R3; β2 is a fourth constant determined according to E1, v1, R1, R3; E1 is a stratum elastic modulus; v1 is a stratum Poisson's ratio; R1 = -1.13R + 16.62, R is a tunnel excavation radius; R3 is a constant determined according to R1 and stratum conditions.

[0017] In some embodiments, the stratum conditions include sandy stratum and clay stratum; for the sandy stratum, R3 = 2R1·2×10 3 ; for the clay stratum, R3 = 2R1·5×10 4 .

[0018] In some embodiments, the obtaining of the shield horizontal offset and the shield vertical offset comprises:

[0019] respectively obtaining a front shield vertical offset, a middle shield vertical offset, a front shield horizontal offset, and a middle shield horizontal offset, taking the vertical upward offset as positive;

[0020] obtaining the shield horizontal offset according to the front shield horizontal offset and the middle shield horizontal offset, assuming that the middle shield remains stationary when the front shield is offset;

[0021] obtaining the shield vertical offset according to the front shield vertical offset and the middle shield vertical offset.

[0022] In some embodiments, the shield horizontal offset is:

[0023]

[0024] The shield vertical offset amount is:

[0025]

[0026] Wherein, u x1 is the front shield horizontal offset amount, u y1 is the front shield vertical offset amount, u x2 is the middle shield horizontal offset amount, u y2 is the middle shield vertical offset amount.

[0027] In some embodiments, the calculation of the ground radial deformation increments caused by the shield horizontal right offset, the shield vertical upward offset and the shield vertical downward offset according to the shield horizontal offset amount and the shield vertical offset amount comprises:

[0028] The calculation of the ground radial deformation increments caused by the shield horizontal right offset according to the tunnel position direction angle and the shield horizontal offset amount;

[0029] The calculation of the ground radial deformation increments caused by the shield vertical upward offset and the shield vertical downward offset according to the tunnel position direction angle and the shield vertical offset amount.

[0030] In some embodiments, the calculation of the tunnel additional earth pressure values caused by the shield horizontal right offset, the shield vertical upward offset and the shield vertical downward offset according to the tunnel ground radial stiffness and the ground radial deformation increments comprises:

[0031] The calculation of the tunnel additional earth pressure values caused by the shield horizontal right offset according to the tunnel ground radial stiffness and the ground radial deformation increments caused by the shield horizontal right offset;

[0032] The calculation of the tunnel additional earth pressure values caused by the shield vertical upward offset according to the tunnel ground radial stiffness and the ground radial deformation increments caused by the shield vertical upward offset;

[0033] The calculation of the tunnel additional earth pressure values caused by the shield vertical downward offset according to the tunnel ground radial stiffness and the ground radial deformation increments caused by the shield vertical downward offset.

[0034] In some embodiments, the solving of the tunnel additional earth pressure values caused by the shield offset in any direction based on the superposition formula and the tunnel additional earth pressure values caused by the shield horizontal right offset, the shield vertical upward offset and the shield vertical downward offset comprises:

[0035] Obtaining a shield offset direction angle;

[0036] solving tunnel additional earth pressure values caused by the shield offset in the first angle range based on the superposition formula according to the shield offset direction angle and tunnel additional earth pressure values caused by the shield horizontal right offset and the shield vertical upward offset;

[0037] solving tunnel additional earth pressure values caused by the shield offset in the second angle range based on the superposition formula according to the shield offset direction angle and tunnel additional earth pressure values caused by the shield horizontal right offset and the shield vertical downward offset.

[0038] In some embodiments, the first angle range is 0°<φ<90°, and the second angle range is -90°<φ<0°; wherein φ is a shield offset direction angle, starting from the tunnel center horizontally to the right, and taking counterclockwise as positive.

[0039] The present application provides a kind of additional earth pressure calculation method of soft soil stratum shield tunnel caused by shield posture offset, comprising: shield tunnel is in uniform, isotropic infinite elastic stratum;Respectively calculate the tunnel additional earth pressure values caused by the shield horizontal right offset of the shield tunnel, the shield vertical upward offset and the shield vertical downward offset;Additional earth pressure values caused by the shield offset in any direction are solved based on the superposition formula and the tunnel additional earth pressure values caused by the shield horizontal right offset, the shield vertical upward offset and the shield vertical downward offset.The tunnel additional earth pressure values caused by the shield horizontal right, vertical upward and vertical downward offset in the present application are calculated, and the tunnel additional earth pressure values caused by the shield offset in any direction are solved using superposition formula.In considering the influence of shield tunnel construction process shield excavation posture offset on the stress release path of surrounding stratum, the calculation method of tunnel additional earth pressure caused by shield posture offset is derived, the adaptability under different stratum conditions, tunnel depth, shield posture offset amount is considered, and the additional earth pressure caused by the shield offset in any direction is calculated by the additional earth pressure caused by the shield horizontal and vertical two-direction offset, so as to shorten the calculation time and improve the design efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0040] Figure 1 It is the flow chart for the embodiment of the additional earth pressure calculation method of soft soil stratum shield tunnel caused by shield posture offset of the present application;

[0041] Figure 2 It is the example flow chart related to the embodiment scheme of the present application;

[0042] Figure 3 It is the shield posture offset model graph related to the embodiment scheme of the present application;

[0043] Figure 4 It is the shield posture vertical offset amount statistical graph related to the embodiment scheme of the present application;

[0044] Figure 5 A shield posture horizontal offset amount statistical chart related to an embodiment of the present application;

[0045] Figure 6 A comparison chart of a numerical simulation value of additional earth pressure caused by a shield posture horizontal right offset of 5cm under a tunnel buried depth of 5 times a tunnel diameter in a sandy soil layer and a calculation value calculated by the calculation method of the present application;

[0046] Figure 7 A comparison chart of a numerical simulation value of additional earth pressure caused by a shield posture vertical upward offset of 5cm under a tunnel buried depth of 10 times a tunnel diameter in a clay soil layer and a calculation value calculated by the calculation method of the present application;

[0047] Figure 8 A comparison chart of a numerical simulation value of additional earth pressure caused by a shield posture vertical upward offset of 1cm under a tunnel buried depth of 3 times a tunnel diameter in a sandy soil layer and a calculation value calculated by the calculation method of the present application;

[0048] Figure 9 A comparison chart of a numerical simulation value of additional earth pressure caused by a shield posture horizontal right offset of 10cm under a tunnel buried depth of 3 times a tunnel diameter in a clay soil layer and a calculation value calculated by the calculation method of the present application;

[0049] Figure 10 A structural block diagram of a shield posture offset caused soft soil layer shield tunnel additional earth pressure calculation device according to an embodiment of the present application;

[0050] Figure 11 A structural schematic diagram of an electronic device of a hardware running environment related to an embodiment of the present application.

[0051] The implementation, functional features and advantages of the present application will be further described with reference to the embodiments and the accompanying drawings. DETAILED DESCRIPTION

[0052] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the present application.

[0053] It should be noted that all directionality indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present application are only used to explain the relative position relationship, movement condition, etc. between components in a certain specific posture (as shown in the drawings), and if the specific posture changes, the directionality indications will also change accordingly.

[0054] In addition, the descriptions involving "first", "second", etc. in the present application are only for the purpose of description, and cannot be understood as indicating or implying the relative importance of the indicated technical features or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" can explicitly or implicitly include at least one of the features. In addition, the technical solutions of various embodiments can be combined with each other, but it must be based on the fact that a person skilled in the art can realize it, and when the combination of technical solutions contradicts each other or cannot be realized, it should be considered that the combination of technical solutions does not exist and is not within the protection scope required by the present application. It should be understood that the specific embodiments described herein are only used to explain the present application and not to limit the present application.

[0055] The present application provides a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation.

[0056] The present application provides a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation. Figure 1 Figure 1 The present application provides a method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation.

[0057] As shown in Figure 1 The method for calculating additional earth pressure of a shield tunnel in soft soil layer caused by shield posture deviation comprises the following steps:

[0058] Step S100: assuming that the shield tunnel is in a uniform, isotropic and infinite elastic stratum;

[0059] Step S200: calculating tunnel additional earth pressure values caused by shield horizontal right deviation, shield vertical upward deviation and shield vertical downward deviation of the shield tunnel, respectively;

[0060] Step S300: based on the superposition formula and the tunnel additional earth pressure values caused by shield horizontal right deviation, shield vertical upward deviation and shield vertical downward deviation, solving the tunnel additional earth pressure value caused by shield deviation in any direction.

[0061] It should be noted that the execution subject in the present embodiment can be an electronic device, which can be a computer device with data processing function, and can also be other devices that can realize the same or similar functions, and the present embodiment does not limit this. In the present embodiment, a computer device is taken as an example for illustration.​

[0062] It can be understood that, as shown in the figure, the embodiment is based on the theory of elasticity to calculate the additional earth pressure of the shield tunnel caused by the shield attitude deviation in the soft soil layer, including the following steps: S1, calculating the additional earth pressure values of the tunnel caused by the horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield; S2, using the superposition formula to solve the additional earth pressure values of the tunnel caused by the deviation of the shield in any direction. Figure 2

[0063] In an embodiment, the additional earth pressure values of the tunnel caused by the horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield are calculated respectively, including: calculating the radial stiffness of the tunnel stratum according to the ratio of the radial displacement to the tangential displacement of the tunnel, the first constant, the second constant, the third constant and the fourth constant based on the stiffness formula; obtaining the horizontal deviation amount and the vertical deviation amount of the shield; calculating the radial deformation increment of the stratum caused by the horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield according to the horizontal deviation amount and the vertical deviation amount of the shield; calculating the additional earth pressure values of the tunnel caused by the horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield according to the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum.

[0064] It should be noted that step S1 includes the following sub-steps: S11, assuming that the shield tunnel is in a uniform, isotropic and infinite elastic stratum; S12, calculating the radial stiffness of the stratum; S13, obtaining the value range of the horizontal and vertical deviation amount of the shield, and obtaining the radial deformation increment of the stratum caused by the horizontal and vertical deviation of the shield; S14, calculating the additional earth pressure of the tunnel caused by the horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield.

[0065] Specifically, the embodiment is described by taking the assumption that the shield tunnel is in a uniform, isotropic and infinite elastic stratum as an example.

[0066] In an embodiment, the stiffness formula is:

[0067]

[0068] Wherein, Ω is the ratio of the radial displacement to the tangential displacement of the tunnel; θ is the direction angle of the tunnel position, starting from the top of the tunnel and taking counterclockwise as positive; α1 is the first constant determined according to E1, v1, R1, R3; α2 is the second constant determined according to E1, v1, R1, R3; β1 is the third constant determined according to E1, v1, R1, R3; β2 is the fourth constant determined according to E1, v1, R1, R3; E1 is the elastic modulus of the stratum; v1 is the Poisson's ratio of the stratum; R1 = -1.13R + 16.62, R is the excavation radius of the tunnel; R3 is a constant determined according to R1 and the stratum conditions.

[0069] ​In an embodiment, the stratum condition includes sandy stratum and clay stratum; for the sandy stratum, R3=2R1·2×10 3 ; for the clay stratum, R3=2R1·5×10 4 .

[0070] Specifically, the stratum radial stiffness is calculated in S12, and the stiffness formula used is:

[0071]

[0072] wherein,

[0073]

[0074]

[0075]

[0076]

[0077] In the formula, θ is a tunnel position direction angle, which is positive in a counterclockwise direction from the top of the tunnel; Ω is a ratio of tunnel radial displacement to tangential displacement; E1' = E1 / (1-ν1 2 ), E1 is a stratum elastic modulus; ν1' = ν1 / (1-ν1), ν1 is a stratum Poisson's ratio; R1 = -1.13R+16.62, R is a tunnel excavation radius; for the sandy stratum, R3=2R1·2×10 3 , and for the clay stratum, R3=2R1·5×10 4 ; α1, α2, β1 and β2 are constants related to E1, v1, R1, R3.

[0078] Exemplarily, in the embodiment, Ω=1 can be used; for the sandy stratum, E1=12.46 MPa and ν1=0.30 are used; and for the clay stratum, E1=5.67 MPa and ν1=0.32 are used. It should be noted that the specific parameters can be set according to actual conditions, and the embodiment does not limit this.

[0079] In the embodiment, the calculation method considers its adaptability under different stratum conditions (sandy soil and clay), tunnel burial depth and shield posture offset, and for different stratum conditions, the parameter R3 is modified in the formula.

[0080] In an embodiment, the shield horizontal offset and the shield vertical offset are obtained by: obtaining a front shield vertical offset, a middle shield vertical offset, a front shield horizontal offset and a middle shield horizontal offset respectively with a vertical upward offset being positive; assuming that the middle shield remains unchanged when the front shield offsets, obtaining the shield horizontal offset according to the front shield horizontal offset and the middle shield horizontal offset; and obtaining the shield vertical offset according to the front shield vertical offset and the middle shield vertical offset.

[0081] In an embodiment, the shield horizontal offset is:

[0082]

[0083] The shield vertical offset is:

[0084]

[0085] wherein u x1 is the front shield horizontal offset, u y1 is the front shield vertical offset, u x2 is the middle shield horizontal offset, and u y2 is the middle shield vertical offset.

[0086] In an embodiment, the ground radial deformation increment caused by the shield horizontal right offset, the shield vertical upward offset and the shield vertical downward offset is calculated according to the shield horizontal offset and the shield vertical offset, including: calculating the ground radial deformation increment caused by the shield horizontal right offset according to a tunnel position direction angle and the shield horizontal offset; and calculating the ground radial deformation increment caused by the shield vertical upward offset and the shield vertical downward offset according to the tunnel position direction angle and the shield vertical offset.

[0087] Specifically, S13, the value range of the shield horizontal offset and the vertical offset is obtained, and the ground radial deformation increment caused by the shield horizontal offset and the vertical offset is obtained.

[0088] It should be noted that, as shown in Figure 3 , the shield posture offset causes the deformation amount δ1 on one side of the shield body offset direction to decrease, the deformation amount δ2 on the opposite side of the offset direction to increase, changes the release path of the ground stress around the tunnel, thereby generating additional earth pressure, and affects the size and distribution of the earth pressure on the tunnel structure.

[0089] Exemplarily, as shown in Figure 4 and Figure 5As shown, in this embodiment, the front shield vertical offset is -25mm~30mm (with vertical upward offset as positive), the middle shield vertical offset is -35mm~40mm at 95% confidence interval, the front shield horizontal offset is -10mm~20mm (with horizontal right offset as positive) at 95% confidence interval, and the middle shield horizontal offset is -25mm~25mm at 95% confidence interval.

[0090] In an example, assuming that the front shield is offset while the middle shield remains unchanged, the front shield horizontal offset is u x1 , the front shield vertical offset is u y1 , the middle shield horizontal offset is u x2 , and the middle shield vertical offset is u y2 , then the shield horizontal offset is , and the shield vertical offset is

[0091] Specifically, the calculation formula of the ground radial deformation increment caused by the shield horizontal right offset, vertical upward offset and vertical downward offset is:

[0092]

[0093]

[0094] wherein, is the shield horizontal offset, is the shield vertical offset.

[0095] In an embodiment, the tunnel additional earth pressure value caused by the shield horizontal right offset, vertical upward offset and vertical downward offset is calculated according to the tunnel ground radial stiffness and the ground radial deformation increment, including: the tunnel additional earth pressure value caused by the shield horizontal right offset is calculated according to the tunnel ground radial stiffness and the ground radial deformation increment caused by the shield horizontal right offset; the tunnel additional earth pressure value caused by the shield vertical upward offset is calculated according to the tunnel ground radial stiffness and the ground radial deformation increment caused by the shield vertical upward offset; and the tunnel additional earth pressure value caused by the shield vertical downward offset is calculated according to the tunnel ground radial stiffness and the ground radial deformation increment caused by the shield vertical downward offset.

[0096] Specifically, S14, the tunnel additional earth pressure caused by the shield horizontal right, vertical upward and vertical downward offset is calculated, and the formula is:

[0097]

[0098]

[0099]

[0100] wherein, φ is the direction angle of the shield offset, starting horizontally to the right of the tunnel center, and taking the counterclockwise as positive; and are respectively the radial deformation increments of the stratum caused by the horizontal right offset of the shield, the vertical upward offset of the shield and the vertical downward offset of the shield.

[0101] In an embodiment, based on the superposition formula and the tunnel additional earth pressure values caused by the horizontal right offset of the shield, the vertical upward offset of the shield and the vertical downward offset of the shield, the tunnel additional earth pressure value caused by the offset of the shield in any direction is solved, including: obtaining the direction angle of the shield offset; based on the superposition formula, according to the direction angle of the shield offset and the tunnel additional earth pressure values caused by the horizontal right offset of the shield and the vertical upward offset of the shield, the tunnel additional earth pressure value caused by the offset of the shield in a first angle range is solved; based on the superposition formula, according to the direction angle of the shield offset and the tunnel additional earth pressure values caused by the horizontal right offset of the shield and the vertical downward offset of the shield, the tunnel additional earth pressure value caused by the offset of the shield in a second angle range is solved.

[0102] In an embodiment, the first angle range is 0°<φ<90°, and the second angle range is -90°<φ<0°; wherein, φ is the direction angle of the shield offset, starting horizontally to the right of the tunnel center, and taking the counterclockwise as positive.

[0103] Specifically, S2, the tunnel additional earth pressure value caused by the offset of the shield in any direction is solved by the superposition formula:

[0104] Δp φ (θ)=Δp φ = 0° (θ)·cosφ+Δp φ = 90° (θ)·sinφ(0°<φ<90°)

[0105] Δp φ (θ)=Δp φ＝0° (θ)·cosφ-Δp φ＝-90° (θ)·sinφ(-90°<φ<0°)

[0106] In this embodiment, the additional earth pressure caused by the horizontal and vertical offset of the shield can be calculated by the superposition formula, and the additional earth pressure caused by the offset of the shield in any direction is calculated, so as to shorten the calculation time and improve the design efficiency.

[0107] It should be noted that the calculation results are also verified by numerical simulation in this embodiment.

[0108] Specifically, S3, the calculation results are verified. As Figures 6 to 9As shown, the numerical simulation values are verification numerical simulation values, and the formula values are results obtained by using the calculation method of the embodiment, and according to the results shown in the figure, it is indicated that the formula values of the calculation method of the embodiment are in good agreement with the numerical simulation values. On the basis of considering the influence of the shield tunneling posture deviation on the stress release path of the surrounding stratum in the shield tunnel construction process, the calculation method of the additional earth pressure of the tunnel caused by the shield posture deviation is derived, and the calculation method has good consistency with the numerical simulation results. Figures 6 to 9 As shown, the numerical simulation values are verification numerical simulation values, and the formula values are results obtained by using the calculation method of the embodiment, and according to the results shown in the figure, it is indicated that the formula values of the calculation method of the embodiment are in good agreement with the numerical simulation values. On the basis of considering the influence of the shield tunneling posture deviation on the stress release path of the surrounding stratum in the shield tunnel construction process, the calculation method of the additional earth pressure of the tunnel caused by the shield posture deviation is derived, and the calculation method has good consistency with the numerical simulation results.

[0109] The embodiment provides a calculation method of additional earth pressure of a shield tunnel in soft soil caused by shield posture deviation, comprising: assuming that the shield tunnel is in an infinite elastic stratum which is uniform and isotropic; respectively calculating additional earth pressure values of the tunnel caused by horizontal right deviation of the shield, vertical upward deviation of the shield and vertical downward deviation of the shield; and based on a superposition formula and the additional earth pressure values of the tunnel caused by horizontal right deviation of the shield, vertical upward deviation of the shield and vertical downward deviation of the shield, solving the additional earth pressure value of the tunnel caused by deviation of the shield in any direction. In the embodiment, the additional earth pressure values of the tunnel caused by horizontal right deviation, vertical upward deviation and vertical downward deviation of the shield are calculated, the superposition formula is used to solve the additional earth pressure value of the tunnel caused by deviation of the shield in any direction. On the basis of considering the influence of the shield tunneling posture deviation on the stress release path of the surrounding stratum in the shield tunnel construction process, the calculation method of the additional earth pressure of the tunnel caused by the shield posture deviation is derived, and the calculation method has good consistency with the numerical simulation results. The calculation method of the embodiment considers the adaptability of the calculation method under different stratum conditions (sand and clay), tunnel burial depth and shield posture deviation amount. For different stratum conditions, the parameter R3 is modified in the formula. By using the superposition formula, the additional earth pressure caused by deviation of the shield in any direction can be calculated from the additional earth pressure caused by horizontal and vertical deviation of the shield, so that the calculation time is shortened and the design efficiency is improved.

[0110] In addition, the embodiment of the application further provides a storage medium, and the storage medium stores a calculation program of additional earth pressure of a shield tunnel in soft soil caused by shield posture deviation. When the calculation program is executed by a processor, the steps of the calculation method of additional earth pressure of a shield tunnel in soft soil caused by shield posture deviation are realized.

[0111] Reference Figure 10 , Figure 10 is a structural block diagram of an embodiment of the shield posture deviation additional earth pressure calculation device of the application.

[0112] As Figure 10The shield posture offset causes additional soil pressure calculation device for soft soil stratum shield tunnel, comprising:

[0113] Stratum assumption module 10, for setting shield tunnel in uniform, isotropic, infinite elastic stratum;

[0114] Offset soil pressure calculation module 20, for calculating tunnel additional soil pressure value caused by shield horizontal right offset, shield vertical upward offset and shield vertical downward offset of the shield tunnel respectively;

[0115] Superposition solution module 30, for solving tunnel additional soil pressure value caused by shield offset in any direction based on superposition formula and tunnel additional soil pressure value caused by shield horizontal right offset, shield vertical upward offset and shield vertical downward offset.

[0116] In this embodiment, the tunnel additional soil pressure values caused by shield horizontal right, vertical upward and vertical downward offset are calculated, and the tunnel additional soil pressure value caused by shield offset in any direction is solved by superposition formula. Based on considering the influence of shield tunneling posture offset on stress release path of stratum around tunnel during shield tunnel construction, the calculation method of tunnel additional soil pressure caused by shield posture offset is derived, which has good consistency with numerical simulation results. The calculation method considers the adaptability of different stratum conditions (sand and clay), tunnel depth and shield posture offset amount. For different stratum conditions, the parameter R3 is modified in the formula. By superposition formula, the additional soil pressure caused by shield offset in any direction can be calculated from the additional soil pressure caused by shield horizontal and vertical offset, thereby shortening the calculation time and improving the design efficiency.

[0117] It should be noted that the technical details not described in detail in the shield posture offset causes soft soil stratum shield tunnel additional soil pressure calculation device embodiment can refer to the application of the shield posture offset causes soft soil stratum shield tunnel additional soil pressure calculation method as described above provided by any embodiment of the present application. Here, it is not repeated.

[0118] In addition, in order to achieve the above object, the present application also provides an electronic device, which comprises a memory, a processor and a shield posture offset causes soft soil stratum shield tunnel additional soil pressure calculation program stored in the memory and executable on the processor. The shield posture offset causes soft soil stratum shield tunnel additional soil pressure calculation program is configured to implement the shield posture offset causes soft soil stratum shield tunnel additional soil pressure calculation method as described above.

[0119] Reference Figure 11 , Figure 11This is a schematic diagram of the electronic device structure of the hardware operating environment involved in the embodiment of the present invention.

[0120] like Figure 11 As shown, the electronic device may include: a processor 1001, such as a central processing unit (CPU), a communication bus 1002, a user interface 1003, a network interface 1004, and a memory 1005. Among them, the communication bus 1002 is used to realize the connection and communication between these components. The user interface 1003 may include a display screen (Display), an input unit such as a keyboard (Keyboard), and the user interface 1003 may optionally include a standard wired interface and a wireless interface. The network interface 1004 may optionally include a standard wired interface and a wireless interface (such as a wireless fidelity (Wireless-Fidelity, Wi-Fi) interface). The memory 1005 may be a high-speed random access memory (Random Access Memory, RAM memory) or a stable non-volatile memory (Non-Volatile Memory, NVM), such as a disk memory. The memory 1005 may optionally be a storage device independent of the aforementioned processor 1001.

[0121] Those skilled in the art will understand that Figure 11 The structure shown in the figure does not constitute a limitation to the electronic device, and may include more or fewer components than shown in the figure, or combine certain components, or arrange the components differently.

[0122] like Figure 11 As shown, the memory 1005 as a storage medium may include an operating system, a network communication module, a user interface module, and a calculation program for additional earth pressure of a shield tunnel in soft soil strata caused by shield posture deviation.

[0123] exist Figure 11 In the electronic device shown, the network interface 1004 is mainly used for data communication with the network server; the user interface 1003 is mainly used for data interaction with the user; the processor 1001 and the memory 1005 in the electronic device of the present invention can be set in the electronic device, and the electronic device calls the additional soil pressure calculation program for the shield tunnel in the soft soil layer caused by the shield posture deviation stored in the memory 1005 through the processor 1001, and executes the additional soil pressure calculation method for the shield tunnel in the soft soil layer caused by the shield posture deviation provided by the embodiment of the present invention.

[0124] It should be understood that the above is only an example and does not constitute any limitation to the technical solution of the present invention. In specific applications, those skilled in the art can make settings as needed, and the present invention does not impose any limitation on this.

[0125] It should be noted that the above-described workflow is merely illustrative and does not limit the scope of protection of the present application. In actual applications, a person skilled in the art can select part or all of the above-described workflow to achieve the purpose of the embodiment according to actual needs, which is not limited herein.

[0126] In addition, it should be noted that in this document, the term "comprising" or "including" or any other variant thereof is intended to cover non-exclusive inclusion, so that a process, method, article or system including a series of elements not only includes those elements, but also includes other elements not explicitly listed or inherent to such a process, method, article or system. Without more limitations, the element defined by the statement "comprising a" does not exclude the presence of additional identical elements in the process, method, article or system including the element.

[0127] The above-mentioned embodiment numbers of the present application are only for description, not representing the advantages or disadvantages of the embodiments.

[0128] From the above description of the embodiments, those skilled in the art can clearly understand that the above-mentioned embodiment methods can be realized by means of software and necessary general hardware platforms, of course, they can also be realized by hardware, but in many cases the former is a better embodiment. Based on such understanding, the technical solutions of the present application or the part that contributes to the prior art can be embodied in the form of a software product, which is stored in a storage medium (such as a read-only memory (ROM) / RAM, a magnetic disk, an optical disk) and includes a number of instructions to make a terminal device (which can be a mobile phone, a computer, a server, or a network device, etc.) execute the methods described in various embodiments of the present application.

[0129] The above is only the preferred embodiment of the present application, and does not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation, or direct or indirect application in other related technical fields, is also included in the patent protection scope of the present application.

Claims

1. A method for calculating additional earth pressure in a shield tunnel in soft soil caused by shield attitude deviation, characterized in that: include: Assume that the shield tunnel is located in a uniform, isotropic, infinite elastic stratum; Calculating the additional earth pressure values ​​of the shield tunnel caused by the horizontal rightward deflection of the shield, the vertical upward deflection of the shield, and the vertical downward deflection of the shield respectively; Based on the superposition formula and the additional earth pressure values ​​of the tunnel caused by the horizontal rightward deviation of the shield, the vertical upward deviation of the shield, and the vertical downward deviation of the shield, the additional earth pressure value of the tunnel caused by the deviation of the shield in any direction is solved; The additional earth pressure values ​​of the tunnel caused by the horizontal rightward deflection of the shield, the vertical upward deflection of the shield, and the vertical downward deflection of the shield are calculated respectively, including: calculating the radial stiffness of the tunnel stratum according to the ratio of the radial and tangential displacements of the tunnel, the first constant, the second constant, the third constant, and the fourth constant based on the stiffness formula; obtaining the horizontal offset of the shield and the vertical offset of the shield; calculating the radial deformation increment of the stratum caused by the horizontal rightward deflection, the vertical upward deflection, and the vertical downward deflection of the shield according to the horizontal offset of the shield and the vertical offset of the shield; and calculating the additional earth pressure values ​​of the tunnel caused by the horizontal rightward deflection, the vertical upward deflection, and the vertical downward deflection of the shield according to the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum; the stiffness formula is: ； Wherein, Ω is the ratio of radial to tangential displacement of the tunnel; θ is the direction angle of the tunnel position, starting from the top of the tunnel, with counterclockwise as positive; α1 is the first constant determined according to E1, v1, R1, and R3; α2 is the second constant determined according to E1, v1, R1, and R3; β1 is the third constant determined according to E1, v1, R1, and R3; β2 is the fourth constant determined according to E1, v1, R1, and R3; E1 is the elastic modulus of the formation; v1 is the Poisson's ratio of the formation; , R is the tunnel excavation radius; R3 is a constant determined according to R1 and ground conditions; ； Where θ is the tunnel position angle, starting from the top of the tunnel, with counterclockwise as positive; Ω is the ratio of the radial to tangential displacement of the tunnel; , E1 is the formation elastic modulus; , ν1 is the formation Poisson’s ratio; , R is the tunnel excavation radius; the stratum conditions include sandy soil strata and clay strata; for the sandy soil strata, ; For the clay layer, ; Obtaining a horizontal offset and a vertical offset of the shield, including: taking a vertical upward offset as positive, respectively obtaining a front shield vertical offset, a middle shield vertical offset, a front shield horizontal offset, and a middle shield horizontal offset; assuming that the middle shield remains stationary when the front shield deflects, obtaining a horizontal offset of the shield according to the front shield horizontal offset and the middle shield horizontal offset; obtaining a vertical offset of the shield according to the front shield vertical offset and the middle shield vertical offset; The horizontal offset of the shield is: ； The vertical offset of the shield is: ； in, is the horizontal offset of the front shield, is the vertical offset of the front shield, is the horizontal offset of the middle shield, is the vertical offset of the middle shield.

2. The method according to claim 1, wherein The step of calculating the radial deformation increment of the stratum caused by the horizontal rightward offset, the vertical upward offset, and the vertical downward offset of the shield according to the horizontal offset and the vertical offset of the shield includes: The radial deformation increment of the stratum caused by the horizontal rightward deviation of the shield is calculated according to the tunnel position direction angle and the horizontal deviation of the shield; The radial deformation increment of the stratum caused by the vertical upward displacement and the vertical downward displacement of the shield is calculated according to the tunnel position direction angle and the vertical displacement of the shield.

3. The method according to claim 1, wherein The calculating of the additional earth pressure value of the tunnel caused by the horizontal rightward deviation, vertical upward deviation and vertical downward deviation of the shield according to the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum includes: Calculate the additional earth pressure value of the tunnel caused by the horizontal rightward deviation of the shield according to the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum caused by the horizontal rightward deviation of the shield; Calculating the additional earth pressure value of the tunnel caused by the vertical upward deflection based on the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum caused by the vertical upward deflection of the shield; The additional earth pressure value of the tunnel caused by the vertical downward deflection is calculated according to the radial stiffness of the tunnel stratum and the radial deformation increment of the stratum caused by the vertical downward deflection of the shield.

4. The method according to any one of claims 1 to 3, characterized in that The method of solving the tunnel additional earth pressure value caused by the shield deflection in any direction based on the superposition formula and the tunnel additional earth pressure values ​​caused by the shield horizontally deflecting to the right, the shield vertically deflecting upward, and the shield vertically deflecting downward includes: Get the shield offset angle; Based on the superposition formula, the additional earth pressure value of the tunnel caused by the shield deviation within the first angle range is solved according to the shield deviation direction angle and the additional earth pressure value of the tunnel caused by the shield deviation horizontally to the right and the shield deviation vertically upward; Based on the superposition formula, the additional earth pressure value of the tunnel caused by the shield deviation in the second angle range is solved according to the shield deviation direction angle and the additional earth pressure value of the tunnel caused by the shield horizontally deflecting to the right and the shield vertically deflecting downward.

5. The method according to claim 4, wherein The first angle range is 0°< <90°, the second angle range is -90°< <0°; among them, It is the shield deviation angle, starting from the center of the tunnel horizontally to the right, with counterclockwise as positive.

Images