CN111859728A - Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method - Google Patents
Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method Download PDFInfo
- Publication number
- CN111859728A CN111859728A CN202010499506.7A CN202010499506A CN111859728A CN 111859728 A CN111859728 A CN 111859728A CN 202010499506 A CN202010499506 A CN 202010499506A CN 111859728 A CN111859728 A CN 111859728A
- Authority
- CN
- China
- Prior art keywords
- deformation
- settlement
- point
- caused
- distance
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000004364 calculation method Methods 0.000 title claims abstract description 67
- 230000005641 tunneling Effects 0.000 title claims abstract description 30
- 238000004458 analytical method Methods 0.000 title claims abstract description 23
- 238000009412 basement excavation Methods 0.000 claims abstract description 43
- 239000002689 soil Substances 0.000 claims abstract description 33
- 238000012544 monitoring process Methods 0.000 claims abstract description 30
- 238000010276 construction Methods 0.000 claims abstract description 26
- 238000006073 displacement reaction Methods 0.000 claims abstract description 19
- 238000004062 sedimentation Methods 0.000 claims abstract description 17
- 238000000034 method Methods 0.000 claims description 33
- 239000011435 rock Substances 0.000 claims description 10
- 230000009466 transformation Effects 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000000354 decomposition reaction Methods 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 abstract description 5
- 238000003556 assay Methods 0.000 abstract 1
- 238000012360 testing method Methods 0.000 description 7
- 238000004088 simulation Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 239000013013 elastic material Substances 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 201000004569 Blindness Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention discloses a shield tunneling earth surface deformation calculation method and a settlement fitting degree analysis method, wherein the earth surface deformation calculation method comprises the following steps: acquired survey data; carrying out vertical displacement analysis on the ground surface deformation of shield tunneling; obtaining surface subsidence caused by additional thrust of an excavation surface; obtaining the ground surface settlement caused by the friction force of the shield shell; obtaining surface subsidence caused by tail grouting pressure; obtaining the surface subsidence caused by stratum loss caused by cutter overexcavation; and obtaining the surface deformation settlement. The sedimentation amount fitting degree analysis method comprises the following steps: obtaining the total deformation of the earth surface; establishing a finite element model to obtain a finite element result; monitoring points are distributed to acquire corresponding settlement deformation data; the assay for fitness was performed. The invention reduces the monitoring frequency, shortens the monitoring period, can accurately determine the subgrade settlement area, provides a corresponding reinforcing scheme, effectively reinforces the soil body of the area, saves the construction cost and accelerates the construction progress.
Description
Technical Field
The invention belongs to the field of settlement detection, and particularly relates to a shield tunneling earth surface deformation calculation method and a settlement fitting degree analysis method.
Background
With the continuous development of underground engineering in China, a plurality of shield tunnels under existing railways and other proximity engineering appear, in order to solve the problem of determining and reinforcing the settlement area of the existing railway roadbed by the type of the penetration engineering, the conventional construction method is to randomly select partial area of the earth surface to perform deformation calculation so as to determine the settlement range and the reinforcing mode of the roadbed, and the representativeness is not strong, so that great blindness and uncertainty are brought.
The improved construction method is to fit the three-dimensional numerical simulation result with the monitoring data, although the effect is obvious, the real-time monitoring takes a lot of time and needs the participation of a third party, which has great influence on the construction progress and the cost, and the theoretical checking calculation is lacked, so that the parameters of the finite element model can not be accurately adjusted directly according to the real-time monitoring data in a short time.
Disclosure of Invention
The invention is provided for solving the problems in the prior art, and aims to provide a shield tunneling earth surface deformation calculation method and a settlement fitting degree analysis method.
The technical scheme of the invention is as follows: a shield tunneling earth surface deformation calculation method comprises the following steps:
acquiring the grade, geological structure, lithologic interface and main stress direction of the surrounding rock
Ii, vertical displacement analysis is carried out on the earth surface deformation of shield tunneling
Iii, obtaining surface subsidence caused by additional thrust of excavation surface
Iv, obtaining ground surface settlement caused by shield shell friction force
V. obtaining surface subsidence caused by tail grouting pressure
Vi, obtaining surface subsidence caused by stratum loss caused by cutter head overexcavation
And vii, integrating the settlement data to obtain the deformation settlement of the earth surface.
The decomposition process of the vertical displacement in step ii is as follows:
at any point in the elastic semi-infinite space, under the action of vertical concentration force and horizontal concentration force, the vertical displacement based on the elastic mechanics Mindlin solution is respectively omega1And ω2The method comprises the following steps:
wherein the content of the first and second substances,
in the formula, R1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, R2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson's ratio, and a is the distance from the action point to the horizontal ground.
The process of surface subsidence caused by additional thrust of the excavation surface obtained in the step iii is as follows:
the excavation surface adds a thrust q to cause surface subsidence, and q is qi-K′0q′v-qw+2 π RLf, wherein q isiFor supporting pressure of excavated surfaces, K0Is the effective static soil pressure coefficient, q'vFor vertical effective stress at the tunnel axis, q wTaking a infinitesimal at random on an excavation surface for the pore water pressure on the axis of the tunnel, wherein the area of the infinitesimal is dA ═ rdrd theta, r is the distance from the infinitesimal to the center of the excavation surface, and theta is the included angle between the infinitesimal and the horizontal plane of the center of the excavation surface, so that the concentrated force borne by the infinitesimal is dPhThe radius of the excavation surface, namely the radius of the shield shell is R, and the radius is obtained through coordinate transformation:
wherein R isq1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rq2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
Step iv, obtaining the ground surface settlement caused by the friction force of the shield shell, wherein the specific process is as follows:
randomly taking a infinitesimal on the shield shell, wherein the area of the infinitesimal is dA-Rd theta ds, R is the radius of the shield shell, s is the axial distance from the infinitesimal to the excavation surface, and the concentration force borne by the infinitesimal is dPhAfter coordinate transformation, fRd θ ds, we can obtain:
in the formula, Rf1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rf2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
And step v, obtaining the surface subsidence caused by the tail grouting pressure, wherein the specific process is as follows:
the length of the shield tail grouting section is m, a infinitesimal is randomly selected in the grouting section, the area of the infinitesimal is dA ═ Rd theta ds, R is the radius of the shield shell, s is the axial distance from the infinitesimal to the excavation surface, and the concentration force dP borne by the infinitesimalvAfter coordinate transformation, we can derive:
in the formula, Rp1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rp2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
And vi, obtaining the ground surface settlement caused by stratum loss caused by the cutter head overexcavation, and calculating according to the following formula:
in the formula, VlossThe amount of formation loss per unit length of tunnel, in m3·m-1In which V isloss＝πR2V1,V1Is the stratum loss rate determined according to the prior construction experience.
Obtaining the ground surface subsidence of the step (iii), the step (iv), the step (v) and the step (vi) to obtain the overall deformation subsidence of the ground surface, wherein the formula is as follows:
the calculation formula of the total deformation omega of the earth surface caused by shield construction is as follows:
ω＝ωq+ωf+ωp+ωv。
in the process of calculating the surface subsidence caused by the tail grouting pressure, the vertical displacement caused by the horizontal component of the grouting pressure is ignored, and only the deformation of the surface displacement caused by the vertical component is considered.
A sedimentation amount fitness analysis method comprising the steps of:
firstly, obtaining the total deformation of the earth surface by applying the earth surface deformation calculation method of shield tunneling;
then, a shield tunnel three-dimensional finite element model is obtained, and a finite element calculation result is obtained;
then, monitoring points are distributed, and corresponding settlement deformation data are collected in the shield tunneling process;
and finally, performing fitting degree analysis on the total deformation of the earth surface, the finite element calculation result and the settlement deformation data.
The invention has the following beneficial effects:
the method comprehensively considers the influence of the additional thrust of the excavation face, the friction force between the shield shell and the soil body, the shield tail grouting pressure and the stratum loss caused by cutter overexcavation on the surface deformation in the shield construction process, deduces a surface deformation calculation formula caused by shield tunneling construction based on the elasticity mechanics Mindlin solution to carry out theoretical calculation of the soil body deformation, and adds theoretical support for the fitting degree analysis.
The invention reduces the monitoring frequency, shortens the monitoring period, can quickly determine parameters and establish an applicable finite element model to predict the surface subsidence so as to determine the subgrade subsidence area, effectively reinforces the soil body of the area after providing a corresponding reinforcement scheme, saves the construction cost and quickens the construction progress.
Drawings
Detailed Description
The present invention will be described in detail below with reference to examples:
a shield tunneling earth surface deformation calculation method comprises the following steps:
acquiring the grade, geological structure, lithologic interface and main stress direction of the surrounding rock
Ii, vertical displacement analysis is carried out on the earth surface deformation of shield tunneling
Iii, obtaining surface subsidence caused by additional thrust of excavation surface
Iv, obtaining ground surface settlement caused by shield shell friction force
V. obtaining surface subsidence caused by tail grouting pressure
Vi, obtaining surface subsidence caused by stratum loss caused by cutter head overexcavation
And vii, integrating the settlement data to obtain the deformation settlement of the earth surface.
The decomposition process of the vertical displacement in step ii is as follows:
at any point in the elastic semi-infinite space, under the action of vertical concentration force and horizontal concentration force, the vertical displacement based on the elastic mechanics Mindlin solution is respectively omega1And ω2The method comprises the following steps:
wherein the content of the first and second substances,
in the formula, R1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, R2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson's ratio, and a is the distance from the action point to the horizontal ground.
The process of surface subsidence caused by additional thrust of the excavation surface obtained in the step iii is as follows:
the excavation surface adds a thrust q to cause surface subsidence, and q is qi-K′0q′v-qw+2 π RLf, wherein q isiFor supporting pressure of excavated surfaces, K0Is the effective static soil pressure coefficient, q'vFor vertical effective stress at the tunnel axis, qwTaking a infinitesimal at random on an excavation surface for the pore water pressure on the axis of the tunnel, wherein the area of the infinitesimal is dA ═ rdrd theta, r is the distance from the infinitesimal to the center of the excavation surface, and theta is the included angle between the infinitesimal and the horizontal plane of the center of the excavation surface, so that the concentrated force borne by the infinitesimal is dPhThe radius of the excavation surface, namely the radius of the shield shell is R, and the radius is obtained through coordinate transformation:
wherein R isq1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rq2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
Step iv, obtaining the ground surface settlement caused by the friction force of the shield shell, wherein the specific process is as follows:
randomly taking a infinitesimal on the shield shell, wherein the area of the infinitesimal is dA-Rd theta ds, R is the radius of the shield shell, s is the axial distance from the infinitesimal to the excavation surface, and the concentration force borne by the infinitesimal is dP hAfter coordinate transformation, fRd θ ds, we can obtain:
in the formula, Rf1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rf2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
And step v, obtaining the surface subsidence caused by the tail grouting pressure, wherein the specific process is as follows:
the length of the shield tail grouting section is m, a infinitesimal is randomly selected in the grouting section, the area of the infinitesimal is dA ═ Rd theta ds, R is the radius of the shield shell, s is the axial distance from the infinitesimal to the excavation surface, and the concentration force dP borne by the infinitesimalvAfter coordinate transformation, we can derive:
in the formula, Rp1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rp2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
And vi, obtaining the ground surface settlement caused by stratum loss caused by the cutter head overexcavation, and calculating according to the following formula:
in the formula, VlossThe amount of formation loss per unit length of tunnel, in m3·m-1In which V is loss＝πR2V1,V1Is the stratum loss rate determined according to the prior construction experience.
Obtaining the ground surface subsidence of the step (iii), the step (iv), the step (v) and the step (vi) to obtain the overall deformation subsidence of the ground surface, wherein the formula is as follows:
the calculation formula of the total deformation omega of the earth surface caused by shield construction is as follows:
ω＝ωq+ωf+ωp+ωv。
in the process of calculating the surface subsidence caused by the tail grouting pressure, the vertical displacement caused by the horizontal component of the grouting pressure is ignored, and only the deformation of the surface displacement caused by the vertical component is considered.
A sedimentation amount fitness analysis method comprising the steps of:
firstly, obtaining the total deformation of the earth surface by applying the earth surface deformation calculation method of shield tunneling;
then, a shield tunnel three-dimensional finite element model is obtained, and a finite element calculation result is obtained;
then, monitoring points are distributed, and corresponding settlement deformation data are collected in the shield tunneling process;
and finally, performing fitting degree analysis on the total deformation of the earth surface, the finite element calculation result and the settlement deformation data.
Establishing a three-dimensional finite element model of the shield tunnel, which comprises the following steps:
the basic assumption of the soil body is as follows: the surrounding rock material is assumed to be a homogeneous, isotropic continuous medium; considering the deformation of the shield tunnel according to the plane strain problem, and calculating the result to be safer; structural stress is not considered in the initial stress simulation, and only the influence of the dead weight stress is considered; the pipe piece is simulated according to a homogeneous elastic ring, and the rigidity reduction coefficient of the pipe piece joint is considered to be eta which is 0.8.
The model assumes that: considering that the shield process has no influence on soil bodies except for 5 times of the hole diameter, the displacement of each surface of the model in the vertical plane direction is limited, and in order to reduce the influence of the boundary effect, the calculation range of the model is obtained: in the horizontal direction, the width of the model is 11 times of the tunnel diameter; in the vertical direction, if the buried depth is more than 5 times of the hole diameter, the height of the model is 11 times of the hole diameter, and if the buried depth is less than 5 times of the hole diameter, the height of the model is the sum of the buried depth and 6 times of the hole diameter. The surrounding rock obeys the Mokolun yield criterion, the unit types are all simulated by solid units and elastic materials, and the pipe piece is simulated by a shell unit; preliminarily determining soil layer parameters: gravity, cohesion, internal friction angle, deformation modulus, poisson's ratio.
According to the construction sequence of the actual engineering, the simulation steps are as follows: simulating a self-weight stress field of surrounding rock; resetting the displacement of the model; excavating the shield tunnel, and applying shield segments; and model operation, namely calculating to a balanced convergence state.
Monitoring points are distributed on the ground surface of the selected test section, monitoring points are distributed on the selected test section, monitoring points with the spacing of 1/10 test section lengths are distributed on the ground surface along the tunnel axis direction, monitoring points with the spacing of 1/10 test section lengths are distributed in the direction perpendicular to the tunnel axis direction, and monitoring initial value collection needs to be carried out three times or more and an average value of the monitoring points is obtained.
The obtained surrounding rock grade, geological structure, lithology interface and main stress direction are used for determining an effective static soil pressure coefficient, vertical effective stress at the tunnel axis, pore water pressure on the tunnel axis and friction between the shield shell and the soil body in formula calculation.
The vertical displacement analysis of the shield tunneling surface deformation means that only the vertical surface deformation analysis caused in the shield tunneling process is analyzed.
The method for predicting the deformation of the earth surface is used for predicting the deformation of the earth surface, and then the implementation steps of determining the settlement area and reinforcing the soil body of the existing railway subgrade are as follows:
a. according to the surrounding rock grade, the geological structure, the lithological interface, the main stress direction and the like acquired in the investigation stage, the influence of the additional thrust of the excavation surface, the friction force between the shield shell and the soil body, the shield tail grouting pressure and the stratum loss caused by cutter overexcavation on the surface deformation in the shield construction process is comprehensively considered, and the surface deformation calculation formula omega-omega caused by the shield excavation construction is deduced based on the elastomechanics Mindlin solutionq+ωf+ωp+ωvTheoretical calculation of soil deformation is carried out, wherein omegaqSurface deformation, omega, caused by additional thrust for the excavation facefIs the deformation of the earth surface, omega, caused by the friction between the shield shell and the earth body pFor surface deformation, omega, caused by grouting pressure of shield tailvAnd (5) making a table of the calculation result for the surface deformation caused by stratum loss caused by the overexcavation of the cutter head.
b. Establishing a three-dimensional finite element model of the shield tunnel, considering that the shield process basically has no influence on soil bodies except for 5 times of the hole diameter, and simultaneously taking the calculation range of the model in order to reduce the influence of the boundary effect: in the horizontal direction, the width of the model is 11 times of the tunnel diameter; in the vertical direction, if the buried depth is greater than 5 times of the hole diameter, the height of the model is 11 times of the hole diameter, if the buried depth is less than 5 times of the hole diameter, the height of the model is the sum of the buried depth and 6 times of the hole diameter, the surrounding rock is assumed to be a homogeneous continuous medium with the same property and obeys the Moore Coulomb yield criterion, the types of the surrounding rock units are simulated by adopting a solid unit and an elastic material, the structural stress is not considered during initial stress simulation, only the influence of the dead weight stress is considered, the shield tunnel segment is simulated by adopting a shell unit, meanwhile, the rigidity reduction coefficient eta of the segment joint is considered to be 0.8, the result is derived after finite element calculation is carried out, and a table is made.
c. And arranging monitoring points on the selected test section, arranging the monitoring points with the spacing of 1/10 test section lengths on the ground surface along the axis direction of the tunnel, arranging the monitoring points with the spacing of 1/10 test section lengths in the direction vertical to the axis direction of the tunnel, and acquiring corresponding settlement deformation data and recording the data in a table form in the shield tunneling process.
d. And importing the theoretical analytical solution, the numerical simulation result and the real-time monitoring data table into a SPSS (mathematical statistics software) for analysis. Meanwhile, when data contrastive analysis is carried out, when theoretical analytic solution and real-time monitoring data in three groups of data cannot be fitted, it can be determined that monitoring data is caused by errors after theoretical calculation errors are eliminated, such as monitoring instrument faults, human factor interference during construction and the like, after real-time monitoring interference points are removed, if the three groups of data can be fitted, parameters are determined reasonably, if only the theoretical analytic solution data and the real-time monitoring data in the three groups of data can be fitted, it can be determined that parameters of a finite element model are selected improperly, then new settlement data are obtained by continuously adjusting parameters of the finite element model, and the new settlement data are introduced into mathematical statistics software SPSS again for contrastive analysis until the fitting is successful; therefore, finite element model parameters such as soil layer gravity, cohesive force, internal friction angle, deformation modulus, Poisson ratio and the like are determined.
e. And establishing a complete finite element model suitable for actual construction according to the determined finite element model parameters, performing finite element calculation, extracting surface deformation data, positioning and soil body reinforcing the corresponding railway roadbed influence area, effectively reducing the monitoring frequency, shortening the monitoring period, improving the accuracy, saving the construction cost and accelerating the construction progress.
The method comprehensively considers the influence of the additional thrust of the excavation face, the friction force between the shield shell and the soil body, the shield tail grouting pressure and the stratum loss caused by cutter overexcavation on the surface deformation in the shield construction process, deduces a surface deformation calculation formula caused by shield tunneling construction based on the elasticity mechanics Mindlin solution to carry out theoretical calculation of the soil body deformation, and adds theoretical support for the fitting degree analysis.
The invention reduces the monitoring frequency, shortens the monitoring period, can quickly determine parameters and establish an applicable finite element model to predict the surface subsidence so as to determine the subgrade subsidence area, effectively reinforces the soil body of the area after providing a corresponding reinforcement scheme, saves the construction cost and quickens the construction progress.
Claims (9)
1. A shield tunneling earth surface deformation calculation method is characterized by comprising the following steps: the method comprises the following steps:
the obtained surrounding rock grade, geological structure, lithologic interface and main stress direction
(ii) vertical displacement analysis of shield tunneling earth surface deformation
(iii) obtaining surface subsidence caused by additional thrust of excavation face
(iv) obtaining ground surface sedimentation caused by shield shell friction force
(v) obtaining surface subsidence caused by tail grouting pressure
(vi) obtaining surface subsidence due to formation losses caused by cutterhead overexcavation
(vii) integrating the settlement data to obtain the deformation settlement of the earth surface.
2. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: the decomposition process of the vertical displacement in step (ii) is as follows:
at any point in the elastic semi-infinite space, under the action of vertical concentration force and horizontal concentration force, the vertical displacement based on the elastic mechanics Mindlin solution is respectively omega1And ω2The method comprises the following steps:
wherein the content of the first and second substances,
in the formula, R1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, R2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson's ratio, and a is the distance from the action point to the horizontal ground.
3. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: the process of surface subsidence caused by additional thrust of the excavation surface obtained in the step (iii) is as follows:
the excavation surface adds a thrust q to cause surface subsidence, and q is qi-K′0q′v-qw+2 π RLf, wherein q isiFor supporting pressure of excavated surfaces, K0Is the effective static soil pressure coefficient, q'vFor vertical effective stress at the tunnel axis, qwTaking a infinitesimal at random on an excavation surface for the pore water pressure on the axis of the tunnel, wherein the area of the infinitesimal is dA ═ rdrd theta, r is the distance from the infinitesimal to the center of the excavation surface, and theta is the included angle between the infinitesimal and the horizontal plane of the center of the excavation surface, so that the concentrated force borne by the infinitesimal is dP hThe radius of the excavation surface, namely the radius of the shield shell is R, and the radius is obtained through coordinate transformation:
in the formula, Rq1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rq2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
4. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: step (iv) obtaining the ground surface settlement caused by the friction force of the shield shell, wherein the specific process is as follows:
randomly taking a infinitesimal on the shield shell, wherein the area of the infinitesimal is dA-Rd theta ds, R is the radius of the shield shell, s is the axial distance from the infinitesimal to the excavation surface, and the concentration force borne by the infinitesimal is dPhAfter coordinate transformation, fRd θ ds, we can obtain:
in the formula, Rf1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rf2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
5. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: and (v) obtaining the surface subsidence caused by the tail grouting pressure, wherein the specific process is as follows:
The length of the shield tail grouting section is m, a infinitesimal is randomly selected from the grouting section, the area of the infinitesimal is dA ═ Rd theta ds, R is the radius of the shield shell, and s is the axial distance from the infinitesimal to the excavation surfaceThe concentration force dP to which the infinitesimal is subjectedvAfter coordinate transformation, the following can be derived:
in the formula, Rp1For the distance from the point of action of the concentrated force to the point of calculation of the sedimentation quantity, Rp2The distance from the symmetrical point of the concentrated force action point along the horizontal plane of the coordinate system to the settlement calculation point is calculated. G is the shear modulus of the soil body, mu is the Poisson ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
6. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: and (vi) obtaining the ground surface settlement caused by stratum loss caused by the cutter head overexcavation, and calculating according to the following formula:
in the formula, VlossThe amount of formation loss per unit length of tunnel, in m3·m-1In which V isloss＝πR2V1,V1The stratum loss rate is determined according to the previous construction experience, and H is the distance from the center of the excavation surface to the horizontal ground.
7. The shield tunneling surface deformation calculation method according to claim 1, characterized in that: obtaining the ground surface subsidence of the step (iii), the step (iv), the step (v) and the step (vi) to obtain the overall deformation subsidence of the ground surface, wherein the formula is as follows:
The calculation formula of the total deformation omega of the earth surface caused by shield construction is as follows:
ω＝ωq+ωf+ωp+ωv。
8. the shield tunneling surface deformation calculation method according to claim 5, characterized in that: in the process of calculating the surface subsidence caused by the tail grouting pressure, the vertical displacement caused by the horizontal component of the grouting pressure is ignored, and only the deformation of the surface displacement caused by the vertical component is considered.
9. A sedimentation amount fitting degree analysis method is characterized in that: the method comprises the following steps:
firstly, obtaining the total deformation of the earth surface by applying the earth surface deformation calculation method of shield tunneling;
then, a shield tunnel three-dimensional finite element model is obtained, and a finite element calculation result is obtained;
then, monitoring points are distributed, and corresponding settlement deformation data are collected in the shield tunneling process; and finally, performing fitting degree analysis on the total deformation of the earth surface, the finite element calculation result and the settlement deformation data.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010499506.7A CN111859728A (en) | 2020-06-04 | 2020-06-04 | Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010499506.7A CN111859728A (en) | 2020-06-04 | 2020-06-04 | Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111859728A true CN111859728A (en) | 2020-10-30 |
Family
ID=72985102
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010499506.7A Pending CN111859728A (en) | 2020-06-04 | 2020-06-04 | Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111859728A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115809397A (en) * | 2023-02-06 | 2023-03-17 | 西南交通大学 | Method and device for calculating dislocation stratum deformation of movable fracture zone and readable storage medium |
| CN116579150A (en) * | 2023-04-26 | 2023-08-11 | 山东建筑大学 | Full-stage ground surface subsidence prediction and control method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106202766A (en) * | 2016-07-15 | 2016-12-07 | 浙江大学城市学院 | The soil body vertical deformation computational methods that ground suction/discharge type shield method tunnel construction causes |
| CN108491620A (en) * | 2018-03-20 | 2018-09-04 | 中铁七局集团郑州工程有限公司 | The degree of fitting method of inspection of subway tunnel crossing pile foundation and subgrade settlement prediction |
-
2020
- 2020-06-04 CN CN202010499506.7A patent/CN111859728A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106202766A (en) * | 2016-07-15 | 2016-12-07 | 浙江大学城市学院 | The soil body vertical deformation computational methods that ground suction/discharge type shield method tunnel construction causes |
| CN108491620A (en) * | 2018-03-20 | 2018-09-04 | 中铁七局集团郑州工程有限公司 | The degree of fitting method of inspection of subway tunnel crossing pile foundation and subgrade settlement prediction |
Non-Patent Citations (3)
| Title |
|---|
| 孙捷城等: "小半径曲线盾构隧道掘进施工地表变形计算", 《中国铁道科学》 * |
| 林存刚等: "软土地层盾构隧道施工引起的地面隆陷研究", 《岩石力学与工程学报》 * |
| 魏纲等: "土压平衡盾构施工引起的挤土效应研究", 《岩石力学与工程学报》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115809397A (en) * | 2023-02-06 | 2023-03-17 | 西南交通大学 | Method and device for calculating dislocation stratum deformation of movable fracture zone and readable storage medium |
| CN115809397B (en) * | 2023-02-06 | 2023-04-18 | 西南交通大学 | Method and equipment for calculating dislocation stratum deformation of movable fracture zone and readable storage medium |
| CN116579150A (en) * | 2023-04-26 | 2023-08-11 | 山东建筑大学 | Full-stage ground surface subsidence prediction and control method |
| CN116579150B (en) * | 2023-04-26 | 2024-01-26 | 山东建筑大学 | Full-stage ground surface subsidence prediction and control method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Dias et al. | Movements caused by the excavation of tunnels using face pressurized shields—Analysis of monitoring and numerical modeling results | |
| CN109299578A (en) | Excavation of foundation pit causes the calculation method of lower sleeping existing shield tunnel protuberance deformation | |
| CN103076119B (en) | Method for measuring floor heave main control stress of laneway | |
| CN103293560B (en) | A kind of method of testing adopting triple stress court | |
| CN107526873A (en) | A kind of shallow tunnel wall damage pattern-recognition and Calculation of support method | |
| CN106372297B (en) | Method for determining safe vertical distance between shield and karst cave in sandy soil karst stratum | |
| JP2010266347A (en) | Geological structure survey system and method therefor | |
| Di et al. | Influence of relative density on deformation and failure characteristics induced by tunnel face instability in sandy cobble strata | |
| CN111859728A (en) | Shield tunneling earth surface deformation calculation method and settlement fitting degree analysis method | |
| CN110821501A (en) | Pre-pressure relief construction method for rock burst tunnel | |
| CN110486007A (en) | Coal mine is with brill rock reaction force in-situ testing device and method | |
| CN105386474A (en) | Method for determining influences of leakage of waterproof curtain above foundation pit excavation face on surrounding environment | |
| CN112324443A (en) | Pretreatment method for subway shield to penetrate through boulder with super-large diameter | |
| CN106149770A (en) | Bored concrete pile pile foundation construction period synchronizes the large-section in-situ concrete pile hole wall Rock Mass Integrality detection method carried out | |
| CN106372295B (en) | Method for determining safe horizontal distance between shield and karst cave in sandy karst stratum | |
| Di et al. | Experimental study of face stability for shield tunnels in sandy cobble strata of different densities | |
| Beghoul et al. | Slurry shield tunneling in soft ground. Comparison between field data and 3D numerical simulation | |
| WO2024032522A1 (en) | Method for calculating pressure of soil between double-row piles of foundation pit on pile side on the basis of natural source surface waves | |
| CN105257307B (en) | It is a kind of to reduce the construction method that shield machine cutter is damaged in upper-soft lower-hard ground | |
| Wong et al. | Extrusion analysis of a bolt-reinforced tunnel face with finite ground-bolt bond strength | |
| Yang et al. | Information-based construction of high-speed railway tunnel | |
| Demagh et al. | 3D modelling of tunnel excavation using pressurized tunnel boring machine in overconsolidated soils | |
| CN105525925B (en) | Containing the construction method for wasting reduction shield machine cutter damage in rib rock compound stratum | |
| Bao et al. | Experimental study on the sliding instability mechanism of slopes with weak layers under creeping action | |
| CN107966733B (en) | Method for comprehensive geological exploration of large-porosity giant loose rock pile and bedrock interface |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20201030 |
|
| RJ01 | Rejection of invention patent application after publication |