CN116108543A - Method for determining additional internal force and deformation of shield tunnel caused by settlement of under-consolidated stratum - Google Patents
Method for determining additional internal force and deformation of shield tunnel caused by settlement of under-consolidated stratum Download PDFInfo
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Abstract
The invention belongs to the technical field of underground engineering, and particularly relates to a method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum, which comprises the following steps: s1: determining design parameters and geological condition information of the tunnel and the components thereof; s2: obtaining a settlement value of the unconsolidated stratum changing along with the time domain, determining a tunnel settlement function, and calculating a stratum displacement value of the tunnel position; s3: determining the additional load of the settlement abrupt section tunnel structure and the resistance load of the stratum where the additional load is positioned according to the displacement value of the tunnel stratum; s4: determining the additional internal force of the tunnel settlement abrupt segment caused by the long-term settlement of the under-consolidated stratum and the convergence deformation of the shield tunnel structure based on the tunnel settlement function, the additional load of the settlement abrupt segment tunnel structure, the resistance load of the stratum where the additional load is located and the angle outwards shifting along the vertical direction of the tunnel; the convergence deformation of the shield tunnel structure comprises the following steps: vertical convergence deformation and horizontal convergence deformation.
Description
Technical Field
The invention belongs to the technical field of underground engineering, and particularly relates to a method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum.
Background
Along with the high-speed development of urban rail transit construction in China, the construction of subway tunnels, highway tunnels and comprehensive pipe galleries by adopting a shield method has become a common means. The shield method is a construction method for controlling the excavation surface and surrounding rock to collapse and unstably using a shield machine, tunneling and deslagging, and splicing pipe pieces in the machine in a ring-by-ring manner to form a tunnel lining. However, over time, the under-consolidated stratum can be fixedly connected and settled, so that the tunnel duct piece is caused to generate larger additional internal force and deformation, and the duct piece is cracked, the bolts are pulled to crack, the tunnel leaks, and the like when severe, thereby affecting the safety and the service life of the tunnel. However, the conventional tunnel structure design is based on normal stratum, and additional internal force and deformation caused by the fixedly connected stratum are not considered. It is therefore desirable to provide a method of determining additional internal forces and deformations of tunnel structures due to long-term subsidence of an underburden formation.
Through prior art literature searches, the prior literature considers that the influence of stratum consolidation on a tunnel is concentrated on the longitudinal deformation of the tunnel. Zhang Yong the existing shield tunnel is simplified into a Timoshenko beam arranged on a Pasternak foundation in the analysis solution of the longitudinal deformation of the existing shield tunnel under the induction of ground pile loading in the "tunnel construction (Chinese and English)" published by 2020, and the analysis solution of the longitudinal deformation of the shield tunnel under the induction of ground pile loading taking the shearing effect and the shearing rigidity of the foundation into consideration is obtained through theoretical derivation. However, the above study is only directed at longitudinal structural deformation, in practical structural design, the internal force of the transverse structure of the tunnel needs to be determined to perform cross-section design on reinforced concrete segments in consideration of the safety bearing requirement, and the transverse convergence deformation is checked in consideration of the normal use state. Therefore, the determination method of the additional internal force and deformation of the stratum consolidation creep tunnel structure is necessary to be comprehensively considered, and a basis is provided for the design and calculation of the shield tunnel of the under-consolidated stratum.
Disclosure of Invention
The invention provides a method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum, which is used for accurately determining the additional internal force and deformation of the shield tunnel caused by long-term settlement of the under-consolidated stratum, thereby providing a basis for the design of the tunnel of the under-consolidated stratum.
A method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum comprises the following steps:
s1: determining design parameters and geological condition information of the tunnel and the components thereof;
s2: obtaining the sedimentation value of the unconsolidated stratum changing along with the time domain, and determining the tunnel sedimentation function
Calculating stratum displacement values of tunnel positions;
s3: determining the additional load of the settlement abrupt section tunnel structure and the resistance load of the stratum where the additional load is positioned according to the displacement value of the tunnel stratum;
s4: based on tunnel sedimentation function
Additional load of settlement abrupt section tunnel structure, resistance load of stratum where additional load is located, and angle of outwards offset along vertical direction of tunnel +.>
Determining additional internal force of a tunnel subsidence abrupt segment caused by long-term subsidence of an under-consolidated stratum and converging deformation of a shield tunnel structure;
the convergence deformation of the shield tunnel structure comprises the following steps: vertical convergence deformation and horizontal convergence deformation.
By determining the design information of the tunnel structure and the geological information of the unconsolidated stratum, constructing a settlement function of the unconsolidated stratum changing along with the time domain, combining the additional load of the tunnel structure of the settlement abrupt change section and the resistance load of the stratum where the settlement abrupt change section is positioned, accurately calculating the additional internal force of the settlement abrupt change section of the tunnel under long-term settlement, determining the convergence deformation of the tunnel structure, and providing a basis for the design checking calculation of the shield tunnel of the subsequent unconsolidated stratum by comprehensively considering the vertical convergence deformation and the horizontal convergence deformation.
Further, in the step S1,
the design parameters of the tunnel and its components are: the tunnel is buried deeply, the inner diameter and the outer diameter of the tunnel duct piece, the elastic modulus of the duct piece concrete and the thickness of the duct piece;
the geological condition information means: soil body elastic modulus, stratum resistance coefficient, soil body viscosity coefficient, permeability coefficient and poisson ratio.
Further, the method comprises the steps of,
in the S2, a tunnel sedimentation function
The calculated expression of (2) is:
in the formula ,
for additional stress, i.e.)>
，
Load is uniformly distributed above the tunnel, and the load is->
For the subordinate coefficients, i.e.)>
，
The ground load width;
For the additional stress is the burial depth at 10% of the uniformly distributed load above the tunnel, +.>
The buried depth at the top of the tunnel is taken as the upper limit of sedimentation, and the buried depth soil layer between the two is divided intoNLayer (S)>
Is the>
Layer of soil, i.e.)>
，
For each buried layer thickness, i.e. +.>
；
The first item is usually taken, i.e.)>
；
All are calculated subordinate coefficients, wherein +.>
，
In order for the permeability coefficient to be a good measure,
is water severe;
；
，
For viscosity coefficient->
Is the elastic coefficient.
Further, the method comprises the steps of,
in the step S2, the tunnel formation displacement value includes:
tunnel roof position displacement
The calculation expression is as follows:
；
Tunnel bottom position displacement
The calculation expression is as follows:
；
in the formula ,
numbering the number of layers at the bottom of the tunnel, i.e->
，DIs the tunnel outside diameter.
Further, the method comprises the steps of,
in the S3, additional load of the tunnel structure of the settlement abrupt section of the under-consolidated stratum is added
The calculated expression of (2) is:
in the formula ,
is an angle offset outwardly in the vertical direction of the tunnel;
For the foundation elastic modulus, satisfy Biot formula, i.e. +.>
，CAs a constant coefficient, 1.1 is usually taken, < ->
Is the elastic modulus of soil mass>
Poisson's ratio->
Is the elastic modulus of the segment concrete>
For moment of inertia of tunnel, i.e.)>
，
1->
Is the thickness of the segment.
Further, the method comprises the steps of,
in the S3, stratum resistance load of the tunnel structure of the settlement abrupt section of the under-consolidated stratum
The calculated expression of (2) is:
in the formula ,
is the formation resistance coefficient;
Is the initial value of horizontal convergence of lining.
Further, the method comprises the steps of,
in the step S4, the additional internal force of the tunnel settlement abrupt segment includes:
additional bending moment of tunnel settlement abrupt section
The calculation expression is as follows:
in the formula ,
additional shear force of tunnel settlement abrupt change section
The calculation expression is as follows:
in the formula ,
wherein ,
；
；
in the formula ,
in the formula , 
for equivalent bending stiffness>
Is the firstiThe hinge points are at an angle relative to the vertical,nthe number of the hinge points is the number;
wherein ,
the calculated expression of (2) is:
in the formula ,
wherein ,
the calculated expression of (2) is:
in the formula ,
further, in S4, the shield tunnel structure is deformed by vertical convergence
The calculation expression is as follows:
in the formula ,
further, in S4, a transverse convergence deformation of the shield tunnel structure
The calculation expression is as follows:
in the formula ,
the beneficial effects of the invention are as follows:
according to the method, the settlement function of the under-consolidated stratum, which changes along with the time domain, is constructed by determining the design information of the tunnel structure and the geological information of the under-consolidated stratum, the additional internal force of the tunnel settlement abrupt section under long-term settlement is accurately calculated by combining the additional load of the tunnel structure of the settlement abrupt section and the resistance load of the stratum where the settlement abrupt section is located, the convergence deformation of the tunnel structure is determined, and the basis is provided for the design checking calculation of the shield tunnel of the follow-up under-consolidated stratum by comprehensively considering the vertical convergence deformation and the horizontal convergence deformation. The method is accurate and practical, is convenient to popularize and has great application value.
Drawings
FIG. 1 is a schematic flow chart of the present invention;
FIG. 2 is a schematic diagram of a two-stage method calculation model;
FIG. 3 is a graph showing the values of the bending moment of the tunnel in example 2;
FIG. 4 is a graph showing tunnel shear values in example 2;
fig. 5 is a schematic view of tunnel convergence deformation in example 2.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The experimental methods, if not specified, in the following embodiments are all conventional methods, and reagents and materials, if not specified, are all commercially available; in the description of the present invention, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus are not to be construed as limiting the present invention.
Furthermore, the terms "horizontal," "vertical," "overhang," and the like do not denote a requirement that the component be absolutely horizontal or overhang, but rather may be slightly inclined. As "horizontal" merely means that its direction is more horizontal than "vertical", and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the present application, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art in a specific context.
Example 1
FIG. 1 shows a method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum, wherein a settlement function of the under-consolidated stratum changing along with the time domain is constructed by determining design information of a tunnel structure and geological information of the under-consolidated stratum, and the additional internal force of the settlement abrupt section of the tunnel under long-term settlement and the convergence deformation of the tunnel structure are accurately calculated by combining the additional load of the tunnel structure of the settlement abrupt section and the resistance load of the stratum, so that the basis is provided for the design and calculation of the shield tunnel of the subsequent under-consolidated stratum by comprehensively considering the vertical convergence deformation and the horizontal convergence deformation. The method specifically comprises the following steps:
s1: determining design parameters and geological condition information of the tunnel and the components thereof;
in particular the number of the elements,
the design parameters of the tunnel and its components are: the inner diameter and the outer diameter of the tunnel pipe piece are the buried depth of the tunnelDElastic modulus of segment concrete
Thickness of segment->
；
The geological condition information means: modulus of elasticity of soil body
Formation resistance coefficient->
Viscosity coefficient of soil body->
Coefficient of penetration
Poisson's ratio->
。
S2: obtaining the sedimentation value of the unconsolidated stratum changing along with the time domain, and determining the tunnel sedimentation function
Calculating stratum displacement values of tunnel positions;
in particular, as shown in FIG. 2,
tunnel sedimentation function
The calculated expression of (2) is:
in the formula ,
for additional stress, i.e.)>
，
Load is uniformly distributed above the tunnel, and the load is->
For the subordinate coefficients, i.e.)>
，
The ground load width;
For the additional stress is the burial depth at 10% of the uniformly distributed load above the tunnel, +.>
The buried depth at the top of the tunnel is taken as the upper limit of sedimentation, and the buried depth soil layer between the two is divided intoNLayer (S)>
Is the>
Layer of soil, i.e.)>
，
For each buried layer thickness, i.e. +.>
；
The first item is usually taken, i.e.)>
；
All are calculated subordinate coefficients, wherein +.>
，
In order for the permeability coefficient to be a good measure,
is water severe;
；
，
For viscosity coefficient->
Is the elastic coefficient.
Specifically, the tunnel formation displacement values include:
tunnel roof position displacement
The calculation expression is as follows:
；
Tunnel bottom position displacement
The calculation expression is as follows:
；
in the formula ,
numbering the number of layers at the bottom of the tunnel, i.e->
，DIs the tunnel outside diameter.
S3: determining the additional load of the settlement abrupt section tunnel structure and the resistance load of the stratum where the additional load is positioned according to the displacement value of the tunnel stratum;
specifically, additional load of undersolidified stratum settlement abrupt segment tunnel structure
The calculated expression of (2) is:
in the formula ,
is an angle offset outwardly in the vertical direction of the tunnel;
For the foundation elastic modulus, satisfy Biot formula, i.e. +.>
，CAs a constant coefficient, 1.1 is usually taken, < ->
Is the elastic modulus of soil mass>
Poisson's ratio->
Is the elastic modulus of the segment concrete>
For moment of inertia of tunnel, i.e.)>
，
1->
Is the thickness of the segment.
Specifically, stratum resistance load of tunnel structure with settlement abrupt section of under-consolidated stratum
The calculated expression of (2) is:
in the formula ,
is the formation resistance coefficient;
For the initial value of horizontal convergence of lining, 0.004 is generally takenm。
S4: based on tunnel sedimentation function
Determining the additional internal force of the tunnel settlement abrupt segment caused by the long-term settlement of the under-consolidated stratum and the convergence deformation of the shield tunnel structure, wherein the additional load of the tunnel structure of the settlement abrupt segment, the resistance load of the stratum where the additional load is positioned and the angle outwards deviated along the vertical direction of the tunnel;
the convergence deformation of the shield tunnel structure comprises: vertical convergence deformation and horizontal convergence deformation.
Specifically, the additional internal forces of the tunnel settlement abrupt segment include:
additional bending moment of tunnel settlement abrupt section
The calculation expression is as follows:
in the formula ,
additional shear force of tunnel settlement abrupt change section
The calculation expression is as follows:
in the formula ,
wherein ,
；
；
in the formula ,
in the formula , 
for equivalent bending stiffness>
Is the firstiThe hinge points are at an angle relative to the vertical,nthe number of the hinge points is the number;
wherein ,
the calculated expression of (2) is:
in the formula ,
wherein ,
the calculated expression of (2) is:
in the formula ,
specifically, vertical convergence deformation of shield tunnel structure
The calculation expression is as follows:
in the formula ,
specifically, lateral convergent deformation of shield tunnel structure
The calculation expression is as follows:
in the formula ,
example 2
In the embodiment, a subway tunnel to be built is selected, the sea-fillable thickness in the area is 9m, and the consolidation time is 10 years; and the stratum in the area is sequentially plain filled soil, silt clay, fine sand and fully weathered-slightly weathered slate.
The method for determining the additional internal force and deformation of the shield tunnel caused by the settlement of the under-consolidated stratum in the area specifically comprises the following steps:
t1: determining design parameters and geological condition information of the tunnel and the components thereof;
in the present embodiment of the present invention, in the present embodiment,
the design parameters of the tunnel and its components include: the buried depth at the top of the tunnel is 13m; outer diameter of tunnel
The inner diameter of the tunnel is 5.5m; segment concrete elastic modulus +.>
The method comprises the steps of carrying out a first treatment on the surface of the Load is uniformly distributed above the tunnel>
The tunnel width is 50m; duct piece thickness->
；
The geological condition information means: modulus of elasticity of soil body
The method comprises the steps of carrying out a first treatment on the surface of the Coefficient of formation resistance
The method comprises the steps of carrying out a first treatment on the surface of the Soil viscosity coefficient->
The method comprises the steps of carrying out a first treatment on the surface of the Permeability coefficient
The method comprises the steps of carrying out a first treatment on the surface of the Poisson's ratio->
The method comprises the steps of carrying out a first treatment on the surface of the Severe water->
The method comprises the steps of carrying out a first treatment on the surface of the Elastic constant of soil body>
The method comprises the steps of carrying out a first treatment on the surface of the Ground load widthB=25m。
T2: obtaining the sedimentation value of the unconsolidated stratum changing along with the time domain, and determining the tunnel sedimentation function
Calculating stratum displacement values of tunnel positions;
specifically, tunnel settlement function
The calculated expression of (2) is:
in the formula ,
for additional stress, namely:
setting the additional stress to be 10% of the burial depth of the load
Depth of burial at tunnel top>
As an upper sedimentation limit; dividing the layer number of the buried soil layer between the two layers into +.>
The layers, i.e. each layer thickness, are:
；
the first item is usually taken, i.e.)>
；
In this embodiment, the tunnel formation displacement values include:
tunnel roof position displacement
The calculation expression is as follows:
tunnel bottom position displacement
The calculation expression is as follows:
in the formula ,
numbering the number of layers at the bottom of the tunnel, i.e->
。
T3: determining the additional load of the settlement abrupt section tunnel structure and the resistance load of the stratum where the additional load is positioned according to the displacement value of the tunnel stratum;
in the present embodiment, the foundation elastic modulus
Satisfies the Biot formula, and the calculation expression is as follows:
wherein ,
for moment of inertia of tunnel, i.e.)>
；
Additional load of tunnel structure with subsidence mutation section of undersolidified stratum
Is calculated by the following formula:
in the formula , 
is an angle offset outwardly in the vertical direction of the tunnel.
In this embodiment, the formation resistance load of the unconsolidated formation subsidence abrupt tunnel structure
The calculated expression of (2) is: />
wherein ,
for the initial value of horizontal convergence of lining, 0.004 is generally takenm。
T4: based on tunnel sedimentation function
Additional load of settlement abrupt section tunnel structure, resistance load of stratum where additional load is located, and angle of outwards offset along vertical direction of tunnel +.>
And determining the additional internal force of the tunnel subsidence abrupt section caused by the long-term subsidence of the under-consolidated stratum and the convergence deformation of the shield tunnel structure.
In the present embodiment, the additional internal force of the tunnel settlement abrupt segment includes an additional bending moment of the tunnel settlement abrupt segment
And additional shear of tunnel settlement abrupt segment>
；
Wherein, as shown in FIG. 3, the additional bending moment of the tunnel settlement abrupt section
The calculation expression is as follows:
wherein ,
；
；
in the formula ,
wherein ,
is equivalent to bending stiffness, i.e->
；
wherein ,
the calculated expression of (2) is:
in the formula ,
i.e.
。
wherein ,
the calculated expression of (2) is:
in the formula ,
i.e.
。
I.e.
；
。
wherein ,
i.e. additional bending moment of the tunnel settlement abrupt segment
The method comprises the following steps:
wherein, as shown in FIG. 4, the additional shearing force of the tunnel subsidence abrupt segment
The calculation expression is as follows: />
in the formula ,
i.e. additional shear of the tunnel settlement abrupt change
The method comprises the following steps:
in this embodiment, the convergence deformation of the shield tunnel structure includes a vertical convergence deformation and a horizontal convergence deformation.
Wherein, the shield tunnel structure is deformed by vertical convergence
The calculation expression is as follows:
in the formula ,
i.e. vertical convergence deformation of shield tunnel structure
。/>
Wherein, the shield tunnel structure transversely converges and deforms
The calculation expression is as follows:
in the formula ,
i.e. transverse convergent deformation of shield tunnel structure
。
Fig. 5 is a schematic diagram before and after tunnel convergence deformation.
In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the present invention have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the invention, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the invention.
Claims (9)
1. A method for determining additional internal force and deformation of a shield tunnel caused by settlement of an under-consolidated stratum is characterized by comprising the following steps:
s1: determining design parameters and geological condition information of the tunnel and the components thereof;
s2: obtaining the sedimentation value of the unconsolidated stratum changing along with the time domain, and determining the tunnel sedimentation function
Calculating stratum displacement values of tunnel positions;
s3: determining the additional load of the settlement abrupt section tunnel structure and the resistance load of the stratum where the additional load is positioned according to the displacement value of the tunnel stratum;
s4: based on tunnel sedimentation function
Additional load of settlement abrupt section tunnel structure, resistance load of stratum where additional load is located, and angle of outwards offset along vertical direction of tunnel +.>
Determining additional internal force of a tunnel subsidence abrupt segment caused by long-term subsidence of an under-consolidated stratum and converging deformation of a shield tunnel structure;
the convergence deformation of the shield tunnel structure comprises the following steps: vertical convergence deformation and horizontal convergence deformation.
2. The method for determining additional internal force and deformation of a shield tunnel due to settlement of an unconsolidated formation according to claim 1, wherein in S1,
the design parameters of the tunnel and its components are: the tunnel is buried deeply, the inner diameter and the outer diameter of the tunnel duct piece, the elastic modulus of the duct piece concrete and the thickness of the duct piece;
the geological condition information means: soil body elastic modulus, stratum resistance coefficient, soil body viscosity coefficient, permeability coefficient and poisson ratio.
3. The method for determining additional internal force and deformation of a shield tunnel due to settlement of an unconsolidated formation according to claim 1, wherein in S2, a tunnel settlement function
The calculated expression of (2) is:
in the formula ,
for additional stress, i.e.)>
，
Load is uniformly distributed above the tunnel, and the load is->
For the subordinate coefficients, i.e.)>
，
The ground load width;
For the additional stress is the burial depth at 10% of the uniformly distributed load above the tunnel, +.>
The buried depth at the top of the tunnel is taken as the upper limit of sedimentation, and the buried depth soil layer between the two is divided intoNLayer (S)>
Is the>
Layer of soil, i.e.)>
，
For each buried layer thickness, i.e. +.>
；
The first item is usually taken, i.e.)>
；
All are calculated subordinate coefficients, wherein +.>
，
In order for the permeability coefficient to be a good measure,
is water severe;
；
，
For viscosity coefficient->
Is the elastic coefficient.
4. The method for determining additional internal force and deformation of a shield tunnel caused by settlement of an unconsolidated formation according to claim 3, wherein in S2, the tunnel formation displacement value comprises:
tunnel roof position displacement
The calculation expression is as follows:
；
Tunnel bottom position displacement
The calculation expression is as follows:
；
in the formula ,
numbering the number of layers at the bottom of the tunnel, i.e->
，DIs the tunnel outside diameter.
5. The method for determining additional internal force and deformation of a shield tunnel due to settlement of an unconsolidated formation according to claim 4, wherein in S3, additional load of a tunnel structure of a settlement abrupt segment of the unconsolidated formation is determined
The calculated expression of (2) is:
in the formula ,
is an angle offset outwardly in the vertical direction of the tunnel;
For the foundation elastic coefficient, satisfy the Biot formula, namely
，CAs a constant coefficient, 1.1 is usually taken, < ->
Is the elastic modulus of soil mass>
Poisson's ratio->
Is the elastic modulus of the segment concrete>
For moment of inertia of tunnel, i.e.)>
，
1->
Is the thickness of the segment.
6. The method for determining additional internal force and deformation of a shield tunnel due to settlement of an unconsolidated formation according to claim 5, wherein in S3, the formation resistance load of the tunnel structure of the settlement abrupt segment of the unconsolidated formation
The calculated expression of (2) is:
in the formula ,
is the formation resistance coefficient;
Is the initial value of horizontal convergence of lining.
7. The method for determining additional internal force and deformation of a shield tunnel caused by settlement of an unconsolidated formation according to claim 6, wherein in S4, the additional internal force of the tunnel settlement abrupt segment comprises:
additional bending moment of tunnel settlement abrupt section
The calculation expression is as follows:
in the formula ,
additional shear force of tunnel settlement abrupt change section
The calculation expression is as follows:
in the formula ,
wherein ,
；
；
in the formula ,
in the formula , 
for equivalent bending stiffness>
Is the firstiThe hinge points are at an angle relative to the vertical,nthe number of the hinge points is the number;
wherein ,
the calculated expression of (2) is:
in the formula ,
wherein ,
the calculated expression of (2) is:
in the formula ,
8. the method for determining additional internal force and deformation of a shield tunnel due to subsidence of an unconsolidated formation according to claim 7, wherein the method comprises the steps ofIn S4, vertical convergence deformation of the shield tunnel structure
The calculation expression is as follows:
in the formula ,
9. the method for determining additional internal force and deformation of a shield tunnel caused by settlement of an unconsolidated formation according to claim 1, wherein in S4, the shield tunnel structure is deformed by transverse convergence
The calculation expression is as follows: />
in the formula ,
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