A method for calculating the internal force and deformation of underwater shield tunnels under tidal action

Abstract

The present invention belongs to the technical field of underwater tunnel construction, and specifically relates to a method for calculating the internal force and deformation of an underwater shield tunnel under the action of tides, including calculating the tidal load on the soil surface based on tidal load information; calculating the load and resistance around the tunnel under the action of tidal loads based on stratum information, physical parameters of the tunnel lining, and tidal loads; and calculating the internal force and convergence deformation of the shield tunnel under the action of tidal loads based on mechanical parameters of the tunnel lining and surrounding loads and resistances. The present invention takes into account the tidal load effect in the marine environment, and can effectively analyze and calculate the internal force and deformation of the underwater shield tunnel based on the input tidal load information, stratum information, and physical parameters of the tunnel lining, providing a basis for the design and verification of the underwater shield tunnel.

Description

Technical Field

[0001] The invention belongs to the technical field of underwater tunnel construction, and in particular relates to a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action. Background Art

[0002] Underwater tunnels connect traffic and transportation networks between cities, provide convenient travel methods, and reduce congestion in land passages. Underwater tunnel construction methods generally include immersed tube method and shield method. Shield method is the most commonly used construction method for underwater tunnels due to its advantages such as fast construction speed, high precision and little environmental impact.

[0003] Compared with other tunnel forms, underwater tunnels have a complex buried environment. Seawater is prone to periodic movement such as tides, and tidal phenomena, accompanied by the transfer and release of energy, can change the hydraulic and pore pressure boundary conditions of underwater tunnels, causing the tunnel to be subjected to cyclic attached loads and resulting in large tunnel internal forces and deformations, and even causing segment cracking, bolt cracking, tunnel leakage and other diseases, thus affecting the safety and service life of the tunnel.

[0004] Therefore, determining the internal forces and deformations of underwater shield tunnels under tidal action is crucial to protecting the safety of tunnel structures. Under existing technologies, some studies have analyzed the water and soil pressure responses of underwater tunnels at constant dynamic water levels to obtain the pore pressure response solutions of tunnels under tidal loads. However, this method is difficult to meet the requirements for determining the internal forces and deformations of shield tunnels under tidal action. Summary of the invention

[0005] The technical problem to be solved by the present invention is to overcome the lack of an effective method for determining the internal force and deformation of a shield tunnel under tidal action in the prior art, thereby providing a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action.

[0006] A method for calculating the internal force and deformation of an underwater shield tunnel under tidal action comprises the following steps:

[0007] Step S1: Calculate the tidal load on the soil surface based on the tidal load information;

[0008] Step S2: Based on the stratum information, physical parameters of the tunnel lining and the tidal load, the load and resistance around the tunnel under the tidal load are calculated;

[0009] Step S3: Based on the mechanical parameters of the tunnel lining and the surrounding loads and resistances, the internal forces and convergence deformations of the shield tunnel under the tidal load are calculated.

[0010] Furthermore, the step S1 includes the following method steps:

[0011] Step S1.1: Calculate tidal water level based on tidal load information:

[0012] ;

[0013] in, H 0 is the average water level, H i , T i , i i ( i = 1~4) are the amplitude, period and initial phase of the main tidal components respectively;

[0014] Step S1.2: Calculate tidal loads based on tidal water levels:

[0015] ;

[0016] in, c w It is heavy for sea water.

[0017] Furthermore, in step S2:

[0018] The stratum information includes: soil layer weight c j , soil weight at spandrel of segment , Poisson's ratio v , porosity n , Cohesion c , internal friction angle f , formation resistance coefficient and the depth of the tunnel vault soil layer h i ; The physical parameters of the tunnel lining include: tunnel diameter D , lining weight c c , lining thickness d , Lining ring width B The loads and resistance around the tunnel include the vertical pressure at the vault. p 1. Vertical reaction force at arch bottom p 2. Horizontal pressure at the vault p 3. Additional pressure at the bottom of the arch p 4. Average deadweight of tunnel lining p 5. Initial value of formation resistance load p h .

[0019] Furthermore, step S2 includes the following method steps:

[0020] Step S2.1: Calculate the vertical pressure at the crown based on tidal loads, ground information and physical parameters of the tunnel lining:

[0021] ;

[0022] Step S2.2: Calculate the vertical reaction force at the arch bottom based on the vertical pressure at the arch top:

[0023] ;

[0024] Step S2.3: Calculate the horizontal pressure at the vault based on tidal load and ground information:

[0025] ;

[0026] Step S2.3: Calculate the additional pressure at the arch bottom based on the formation information:

[0027] ;

[0028] Step S2.4: Calculate the average deadweight of the tunnel lining based on the physical parameters of the tunnel lining:

[0029] ;

[0030] Step S2.5: Calculate the initial value of the formation resistance load based on the formation information:

[0031] ;

[0032] Among them, Δ h0 is the initial value of lining horizontal convergence.

[0033] Furthermore, step S3 includes the following method steps:

[0034] Step S3.1: Calculate the internal forces of the shield tunnel under tidal load, including bending moment M, axial force N, and shear force Q;

[0035] The calculation method of bending moment M is:

[0036] ;

[0037] The calculation method of axial force N is:

[0038] ;

[0039] The calculation method of shear force Q is:

[0040] ;

[0041] in, i is the clockwise angle between any point on the tunnel and the y-axis, R is the tunnel radius, x 1 is the excess unknown bending moment acting on the arch, x 2 is the excess unknown axial force acting on the arch; Mpj , N pj , Q pj Respectively j Bending moment, axial force and shear force under various loading conditions ( j = 1-6).

[0042] Furthermore, in step S3.1:

[0043] The calculation method of the excess unknown bending moment acting on the arch is:

[0044] ;

[0045] The calculation method of the excess unknown axial force acting on the vault is:

[0046] ;

[0047] in, d 11 , d 21 They are x 1 flexibility in two different directions, d 22 , d 12 They are x 2 flexibility in two different directions:

[0048] ;

[0049] ;

[0050] ;

[0051] in, f i ( i =1- m ) is the vertical angle of the bolt, K i ( i =1- m ) is the annular segment connection stiffness; m 1 is the number of bolts in the area of ​​0°≤θ<45°, m 2 is the number of bolts in the area of ​​45°≤θ<90°, m 3 is the number of bolts in the area of ​​90°≤θ<135°, m 4 is the number of bolts in the area of ​​135°≤θ<180°;

[0052] Δ 1p The earth pressure around the tunnel acts on x1 produces a displacement in the same direction:

[0053] ;

[0054] Δ 2p The earth pressure around the tunnel acts on x 2 places produce displacement in the same direction:

[0055] .

[0056] Furthermore, in step S3.1:

[0057] The earth pressure around the tunnel x 1 produces a displacement Δ in the same direction 1p Calculation method:

[0058] ;

[0059] in:

[0060] ;

[0061] ;

[0062] ;

[0063] ;

[0064] ;

[0065] ,

[0066] E is the elastic modulus of concrete, I is the segment inertia moment, m is the number of bolts for the half ring segment, f i is the vertical angle of each bolt.

[0067] Furthermore, in step S3.1:

[0068] Δ 2p The earth pressure around the tunnel acts on x 2 produces a displacement Δ in the same direction 2p Calculation method:

[0069] ;

[0070] in:

[0071] ;

[0072] ;

[0073] ;

[0074] ;

[0075] ;

[0076] ,

[0077] E is the elastic modulus of concrete, I is the segment inertia moment, m is the number of bolts for the half ring segment, f i is the vertical angle of each bolt.

[0078] Furthermore, step S3 includes the following method steps:

[0079] Step S3.2: Calculate the convergence deformation of the shield tunnel under tidal loads, including the vertical convergence deformation Δ v and the lateral convergence deformation Δ h ;

[0080] Vertical convergence deformation Δ v The calculation method is:

[0081] ;

[0082] Transverse convergence deformation Δ h The calculation method is:

[0083] .

[0084] Furthermore, in step S3.2:

[0085] Vertical convergence deformation Δ v In the calculation method:

[0086] ;

[0087] ;

[0088] ;

[0089] ;

[0090] ;

[0091] ;

[0092] ;

[0093] .

[0094] Transverse convergence deformation Δ h In the calculation method:

[0095] ;

[0096] ;

[0097] ;

[0098] ;

[0099] ;

[0100] ;

[0101] ;

[0102] .

[0103] Beneficial effects: The present invention provides a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action, including calculating the tidal load on the soil surface based on tidal load information; calculating the load and resistance around the tunnel under tidal load based on stratum information, physical parameters of the tunnel lining and tidal load; and calculating the internal force and convergence deformation of the shield tunnel under tidal load based on mechanical parameters of the tunnel lining and surrounding loads and resistance. The present invention takes into account the tidal load effect in the marine environment, and can effectively analyze and calculate the internal force and deformation of the underwater shield tunnel based on the input tidal load information, stratum information and physical parameters of the tunnel lining, providing a basis for the design and verification of the underwater shield tunnel. BRIEF DESCRIPTION OF THE DRAWINGS

[0104] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0105] Figure 1 It is a schematic diagram of the method flow of the present invention;

[0106] Figure 2 This is a schematic diagram of the segment joint model under tidal action;

[0107] Figure 3 Schematic diagram of tunnel bending moment in the embodiment;

[0108] Figure 4 Schematic diagram of tunnel axial force in the embodiment;

[0109] Figure 5 Schematic diagram of tunnel convergence deformation in the embodiment. DETAILED DESCRIPTION

[0110] In order to make the above-mentioned purposes, features and advantages of the present application more obvious and easy to understand, the specific implementation methods of the present application are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present application. However, the present application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present application, so the present application is not limited by the specific embodiments disclosed below.

[0111] In the description of the present application, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present application.

[0112] In the present application, unless otherwise clearly specified and limited, a first feature being “above” or “below” a second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, a first feature being “above”, “above”, and “above” a second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. A first feature being “below”, “below”, and “below” a second feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is lower in level than the second feature.

[0113] It should be noted that when an element is referred to as being "fixed to" or "disposed on" another element, it may be directly on the other element or there may be a central element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be a central element at the same time. The terms "vertical", "horizontal", "upper", "lower", "left", "right" and similar expressions used herein are for illustrative purposes only and are not intended to be the only implementation method.

[0114] Reference Figure 1~Figure 5As shown, this embodiment discloses a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action, wherein Figure 2 It is a schematic diagram of the segment joint model under the action of tide, H is the tidal water level; h is the seabed depth; P is the tidal load; P1 is the vertical pressure at the arch top; P2 is the vertical reaction force at the arch bottom; P3 is the horizontal pressure at the arch top; P4 is the horizontal additional pressure at the arch bottom; P5 is the average deadweight of the tunnel lining; Ph is the initial value of the formation resistance load. Figure 5 It represents the convergence deformation of the tunnel. The solid line represents the initial shape of the tunnel; the dotted line represents the shape of the tunnel after deformation; the black dots in the figure represent the relative positions of the bolts in the tunnel segments.

[0115] In this embodiment, the calculation object is a large-diameter shield tunnel to be built in a coastal area, where there is a waterway connected to the ocean, and tidal water levels rise and fall all year round, with an average water level of 10m. This embodiment provides a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action, including the following method steps:

[0116] Step S1: Calculate the tidal load on the soil surface based on the tidal load information;

[0117] Step S2: Based on the stratum information, physical parameters of the tunnel lining and the tidal load, the load and resistance around the tunnel under the tidal load are calculated;

[0118] Step S3: Based on the mechanical parameters of the tunnel lining and the surrounding loads and resistances, the internal forces and convergence deformations of the shield tunnel under the tidal load are calculated.

[0119] In this embodiment, the tidal load information includes the average water level H 0=10 m, seawater density c w =10 kN / m 3 , four main tidal amplitudes H i ,cycle T i and initial phase i i As shown in the following table:

[0120] ;

[0121] Specifically, step S1 includes the following method steps:

[0122] Step S1.1: Calculate tidal water level based on tidal load information:

[0123] ;

[0124] in, H 0 is the average water level, H i ,T i , i i ( i = 1~4) are the amplitude, period and initial phase of the main tidal components respectively;

[0125] Step S1.2: Calculate tidal loads based on tidal water levels:

[0126] ;

[0127] in, c w It is heavy for sea water.

[0128] In this embodiment, the step S2, the stratum information includes: soil layer weight c j 16.5 kN / m 3 , soil weight at spandrel of segment 16.5 kN / m 3 , Poisson's ratio v The porosity is 0.33. n 0.35, cohesion c is 40 kPa, internal friction angle f is 15°, formation resistance coefficient 45000 kN / m3 and the depth of the tunnel crown soil h i is 20 m; the tunnel lining physical parameters include: tunnel diameter D 15 m, lining weight c c 24.5 kN / m 3 , lining thickness d 0.65 m, lining ring width B 2 m; the load and resistance around the tunnel include the vertical pressure at the arch p 1. Vertical reaction force at arch bottom p 2. Horizontal pressure at the vault p 3. Additional pressure at the bottom of the arch p 4. Average deadweight of tunnel lining p 5. Initial value of formation resistance load p h .

[0129] Specifically, step S2 includes the following method steps:

[0130] Step S2.1: Calculate the vertical pressure at the crown based on tidal loads, ground information and physical parameters of the tunnel lining:

[0131] ;

[0132] Step S2.2: Calculate the vertical reaction force at the arch bottom based on the vertical pressure at the arch top:

[0133] ;

[0134] Step S2.3: Calculate the horizontal pressure at the vault based on tidal load and ground information:

[0135] ;

[0136] Step S2.3: Calculate the additional pressure at the arch bottom based on the formation information:

[0137] ;

[0138] Step S2.4: Calculate the average deadweight of the tunnel lining based on the physical parameters of the tunnel lining:

[0139] ;

[0140] Step S2.5: Calculate the initial value of the formation resistance load based on the formation information:

[0141] ;

[0142] Among them, Δ h0 is the initial value of lining horizontal convergence.

[0143] Specifically, step S3 includes the following method steps:

[0144] Step S3.1: Calculate the internal forces of the shield tunnel under tidal load, including bending moment M, axial force N, and shear force Q;

[0145] The calculation method of bending moment M is:

[0146] ;

[0147] The calculation method of axial force N is:

[0148] ;

[0149] The calculation method of shear force Q is:

[0150] ;

[0151] in, i is the clockwise angle between any point on the tunnel and the y-axis, R=7.5m is the tunnel radius, x 1 is the excess unknown bending moment acting on the arch, x 2 is the excess unknown axial force acting on the arch; Mpj , N pj , Q pj Respectively j Bending moment, axial force and shear force under various loading conditions ( j = 1-6).

[0152] In this embodiment, the tunnel lining mechanical parameters include: concrete elastic modulus E 3.5×10 7 kPa, segment moment of inertia I 0.0229 m 4 , Number of bolts for half ring segment m There are 5 bolts, and the vertical angle of each bolt is f i They are 6.43°, 45°, 83.57°, 122.14° and 160.71° respectively, and the equivalent stiffness of the segment joints K i 3×10 5 kN·m, tunnel radius R It is 7.5m.

[0153] In step S3.1:

[0154] The calculation method of the excess unknown bending moment acting on the arch is:

[0155] ;

[0156] The calculation method of the excess unknown axial force acting on the vault is:

[0157] ;

[0158] in, d 11 , d 21 They are x 1 flexibility in two different directions, d 22 , d 12 They are x 2 flexibility in two different directions:

[0159] ;

[0160] ;

[0161] ;

[0162] in, f i (i =1- m ) is the vertical angle of the bolt, K i ( i =1- m ) is the annular segment connection stiffness; m 1 is the number of bolts in the area of ​​0°≤θ<45°, m 2 is the number of bolts in the area of ​​45°≤θ<90°, m 3 is the number of bolts in the area of ​​90°≤θ<135°, m 4 is the number of bolts in the area of ​​135°≤θ<180°;

[0163] Δ 1p The earth pressure around the tunnel acts on x 1 produces a displacement in the same direction:

[0164] ;

[0165] Δ 2p The earth pressure around the tunnel acts on x 2 places produce displacement in the same direction:

[0166] .

[0167] Specifically, in step S3.1:

[0168] The earth pressure around the tunnel x 1 produces a displacement Δ in the same direction 1p Calculation method:

[0169] ;

[0170] in:

[0171] ;

[0172] ;

[0173] ;

[0174] ;

[0175] ;

[0176] .

[0177] So we have:

[0178] .

[0179] Specifically, in step S3.1:

[0180] Δ 2p The earth pressure around the tunnel acts on x 2 produces a displacement Δ in the same direction 2p Calculation method:

[0181] ;

[0182] in:

[0183] ;

[0184] ;

[0185] ;

[0186] ;

[0187] ;

[0188] .

[0189] So we have:

[0190] ;

[0191] We can get:

[0192] .

[0193] No. j The bending moment, axial force and shear force under the loading conditions are:

[0194] ;

[0195] ;

[0196] ;

[0197] ;

[0198] ;

[0199] ;

[0200] ;

[0201] ;

[0202] ;

[0203] ;

[0204] ;

[0205] ;

[0206] ;

[0207] ;

[0208] ;

[0209] ;

[0210] That is:

[0211] Bending moment ;

[0212] Axial force ;

[0213] Shear .

[0214] Specifically, step S3 includes the following method steps:

[0215] Step S3.2: Calculate the convergence deformation of the shield tunnel under tidal loads, including the vertical convergence deformation Δ v and the lateral convergence deformation Δ h ;

[0216] Vertical convergence deformation Δ v The calculation method is:

[0217] ;

[0218] Transverse convergence deformation Δ h The calculation method is:

[0219] .

[0220] Furthermore, in step S3.2:

[0221] Vertical convergence deformation Δ v In the calculation method:

[0222] ;

[0223] ;

[0224] ;

[0225] ;

[0226] ;

[0227] ;

[0228] ;

[0229] .

[0230] That is, the vertical convergence deformation of the shield tunnel structure is:

[0231] .

[0232] Transverse convergence deformation Δ h In the calculation method:

[0233] ;

[0234] ;

[0235] ;

[0236] ;

[0237] ;

[0238] ;

[0239] ;

[0240] .

[0241] That is, the lateral convergence deformation of the shield tunnel structure is:

[0242] .

[0243] This embodiment discloses a method for calculating the internal force and deformation of an underwater shield tunnel under tidal action, including calculating the tidal load on the soil surface based on tidal load information; calculating the load and resistance around the tunnel under tidal load based on stratum information, physical parameters of the tunnel lining, and tidal load; and calculating the internal force and convergence deformation of the shield tunnel under tidal load based on mechanical parameters of the tunnel lining and surrounding loads and resistance. The present invention takes into account the tidal load effect in the marine environment, and can effectively analyze and calculate the internal force and deformation of the underwater shield tunnel based on the input tidal load information, stratum information, and physical parameters of the tunnel lining, providing a basis for the design and verification of the underwater shield tunnel.

[0244] The technical features of the above-described embodiments may be arbitrarily combined. To make the description concise, not all possible combinations of the technical features in the above-described embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0245] The above-described embodiments only express several implementation methods of the present application, and the descriptions thereof are relatively specific and detailed, but they cannot be construed as limiting the scope of the patent application. It should be pointed out that, for a person of ordinary skill in the art, several variations and improvements can be made without departing from the concept of the present application, and these all belong to the protection scope of the present application. Therefore, the protection scope of the patent application shall be subject to the attached claims.

Claims

1. A method for calculating the internal force and deformation of an underwater shield tunnel under tidal action, characterized in that: The method comprises the following steps: Step S1: Calculate the tidal load on the soil surface based on the tidal load information; Step S2: Based on the stratum information, physical parameters of the tunnel lining and the tidal load, the load and resistance around the tunnel under the tidal load are calculated; Step S3: Calculate the internal force and convergence deformation of the shield tunnel under tidal load based on the mechanical parameters of the tunnel lining and the surrounding loads and resistances; The step S1 comprises the following method steps: Step S1.1: Calculate tidal water level based on tidal load information: ； in, H 0 is the average water level, H i , T i , θ i are the amplitude, period and initial phase of the main tidal components respectively; Step S1.2: Calculate tidal loads based on tidal water levels: ； in, γ w It is heavy for seawater; In step S2: The stratum information includes: soil layer weight γ j , soil weight at spandrel of segment , Poisson's ratio v , porosity n , Cohesion c , internal friction angle φ , formation resistance coefficient K s and the depth of the tunnel vault soil layer h i ; The physical parameters of the tunnel lining include: tunnel diameter D , lining weight γ c , lining thickness d , Lining ring width B The loads and resistance around the tunnel include the vertical pressure at the vault. p 1. Vertical reaction force at arch bottom p 2. Horizontal pressure at the vault p 3. Additional pressure at the bottom of the arch p 4. Average deadweight of tunnel lining p 5. Initial value of stratum resistance load p h ; The step S2 comprises the following method steps: Step S2.1: Calculate the vertical pressure at the crown based on tidal loads, ground information and physical parameters of the tunnel lining: ； Step S2.2: Calculate the vertical reaction force at the arch bottom based on the vertical pressure at the arch top: ； Step S2.3: Calculate the horizontal pressure at the vault based on tidal load and ground information: ； Step S2.3: Calculate the additional pressure at the arch bottom based on the formation information: ； Step S2.4: Calculate the average deadweight of the tunnel lining based on the physical parameters of the tunnel lining: ； Step S2.5: Calculate the initial value of the formation resistance load based on the formation information: ； Among them, Δ h0 is the initial value of lining horizontal convergence; The step S3 comprises the following method steps: Step S3.1: Calculate the internal forces of the shield tunnel under tidal load, including bending moment M, axial force N, and shear force Q; The calculation method of bending moment M is: ； The calculation method of axial force N is: ； The calculation method of shear force Q is: ； in, θ is the clockwise angle between any point on the tunnel and the y-axis, R is the tunnel radius, x 1 is the excess unknown bending moment acting on the arch, x 2 is the excess unknown axial force acting on the arch; M pj , N pj , Q pj They are the bending moment, axial force and shear force caused by the six types of tunnel surrounding loads and resistance alone, among which, p 1~ p 5 represents the load around the tunnel, p 6 represents the stratum resistance load; The step S3 comprises the following method steps: Step S3.2: Calculate the convergence deformation of the shield tunnel under tidal loads, including the vertical convergence deformation Δ v and the lateral convergence deformation Δ h ; Vertical convergence deformation Δ v The calculation method is: ； Transverse convergence deformation Δ h The calculation method is: ； Among them, Δ v1 and Δ v2 For extra force x 1 and x 2 The tunnel produces a vertical convergence deformation component, Δ v31 ~Δ v35 is the vertical convergence deformation component of the tunnel caused by the load around the tunnel, Δ v36 The vertical convergence deformation component of the tunnel caused by the stratum resistance load; Δ h1 and Δ h2 For extra force x 1 and x 2 The tunnel produces a vertical convergence deformation component, Δ h31 ~Δ h35 is the vertical convergence deformation component of the tunnel caused by the load around the tunnel, Δ h36 The stratum resistance load causes the tunnel to produce vertical convergence deformation.

2. The method for calculating the internal force and deformation of an underwater shield tunnel under tidal action according to claim 1 is characterized in that: In step S3.1: The calculation method of the excess unknown bending moment acting on the arch is: ； The calculation method of the excess unknown axial force acting on the vault is: ； in, δ 11 , δ 21 They are x 1 along x 1 and x 2Flexibility in two directions, δ 22 , δ 12 They are x 2 places along x 1 and x 2Flexibility in two directions: ； ； ； in, φ i ( i =1- m ) is the vertical angle of the bolt, K i ( i =1- m ) is the annular segment connection stiffness; m 1 is the number of bolts in the area of ​​0°≤θ<45°, m 2 is the number of bolts in the area of ​​45°≤θ<90°, m 3 is the number of bolts in the area of ​​90°≤θ<135°, m 4 is the number of bolts in the area of ​​135°≤θ<180°; E is the elastic modulus of concrete, I is the segment inertia moment, m is the number of bolts for the half ring segment, φ i is the vertical angle of each bolt; Δ 1p The earth pressure around the tunnel acts on x 1 produces a displacement in the same direction: ； Δ 2p The earth pressure around the tunnel acts on x 2 places produce displacement in the same direction: ； Among them, Δ obtained based on the principle of virtual work 1pi and Δ 2pi Six types of tunnel surrounding loads and resistance acting separately on x 1 and x 2 places produce partial displacements in the same direction, where p 1~ p 5 represents the load around the tunnel, p 6 represents the stratum resistance load.

3. The method for calculating the internal force and deformation of an underwater shield tunnel under tidal action according to claim 2 is characterized in that: In step S3.1: The earth pressure around the tunnel x 1 produces a displacement Δ in the same direction 1p Calculation method: ； in: ； ； ； ； ； 。 4. The method for calculating the internal force and deformation of an underwater shield tunnel under tidal action according to claim 2 is characterized in that: In step S3.1: Δ 2p The earth pressure around the tunnel acts on x 2 produces a displacement Δ in the same direction 2p Calculation method: ； in: ； ； ； ； ； 。 5. The method for calculating the internal force and deformation of an underwater shield tunnel under tidal action according to claim 1 is characterized in that: In step S3.2: Vertical convergence deformation Δ v In the calculation method: ； ； ； ； ； ； ； ； Transverse convergence deformation Δ h In the calculation method: ； ； ； ； ； ； ； 。

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