CN112613210A - Numerical solution method for shield subway tunnel rock stratum-lining stress deformation - Google Patents
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Abstract
The invention relates to a numerical solution method for shield subway tunnel rock stratum-lining stress deformation, which comprises the following steps: 1) according to geological survey data, determining geometric parameters and material parameters of the tunnel structure; 2) establishing a two-dimensional numerical calculation model, dividing a model grid, determining a model boundary condition and a stress field condition, and calculating the model to be balanced; 3) applying gravity load according to material properties, resetting the displacement of the model and calculating to balance; 4) excavating a tunnel in the model, defining a non-uniform deformation convergence mode based on gap parameters, controlling a displacement boundary by debugging the stress of each node of a rock stratum boundary, and calculating the model to be balanced; 5) applying lining at the tunnel boundary, releasing the stress of the tunnel boundary to reduce the stress to 0, and calculating the model to be balanced; 6) and extracting the distribution rule of the rock stratum-lining stress and deformation according to the balanced model. The method simplifies the three-dimensional numerical method of the shallow shield subway, and can provide beneficial reference for the design of the shield subway structure.
Description
Technical Field
The invention belongs to the technical field of shield subway tunnel engineering computer aided design, and relates to a numerical solution method for shield subway tunnel rock stratum-lining stress deformation.
Background
The rock stratum-lining synergistic effect of the shield subway tunnel is always a key subject of safety control of urban rail transit, and great hidden danger is brought to construction safety by surrounding rock instability and lining damage caused by the surrounding rock-lining effect. Aiming at the problem, at present, the calculation of the surrounding rock-lining stress deformation is mostly carried out by adopting an analytic method and a numerical method. The analytic method depends on a strict theoretical formula and a derivation process, and for the shield subway tunnel, generally speaking, under a shallow burying condition, a complex stress field environment is difficult to reflect through the theoretical formula; if a three-dimensional numerical method is adopted, the modeling process is complex, the operation is complex, the calculated amount is large, and the calculation cost is high, so a method which is simple in calculation and easy to understand needs to be provided to carry out research on the surrounding rock-lining stress deformation. In the finite element analysis and calculation process, for a specific structure meeting the plane condition, a complex three-dimensional model can be simplified into a two-dimensional model. The two-dimensional numerical method can shorten the calculation period and save the calculation cost, and is an important research means for analyzing the deformation of the surrounding rock and the lining.
At present, the research on two-dimensional numerical analysis mostly assumes that the rock stratum interacts with the lining immediately after the shield tunnel is excavated, but in the actual shield construction, the rock stratum has been partially deformed before interacting with the lining. Therefore, the simulation of the advance deformation of the rock stratum by controlling the stress release rate is partially researched, but the technology is mainly suitable for the new Austrian tunneling of the deep-buried tunnel, and for the shallow-buried tunnel, the rock stratum generates uneven deformation before the lining is applied, so that the simulation by adopting the stress release method is difficult. Therefore, in the two-dimensional analysis, a reasonable uneven deformation mode needs to be introduced urgently, and a more accurate technology is adopted to estimate the surrounding rock-lining stress deformation of the subway shield tunnel.
Disclosure of Invention
In order to solve the problems in the background art, the invention provides a numerical solving method for the stress deformation of the shield subway tunnel rock stratum-lining, which has a simpler process and wider applicability in engineering.
In order to achieve the purpose, the invention adopts the following technical scheme:
a numerical solution method for shield subway tunnel rock stratum-lining stress deformation is characterized by comprising the following steps of: the numerical solution method for the shield subway tunnel rock stratum-lining stress deformation comprises the following steps of:
1) extracting tunnel geometric parameters and tunnel rock stratum mechanical parameters according to geological survey data; the tunnel geometric parameters comprise tunnel burial depth and tunnel diameter; the mechanical parameters of the tunnel rock stratum comprise elastic modulus, Poisson ratio, weight and lateral pressure coefficient;
2) establishing a two-dimensional numerical calculation model by using two-dimensional finite element software ROCCIENCE PHASE2, carrying out model grid division, determining the boundary condition and the stress field condition of the two-dimensional numerical calculation model, giving the mechanical parameter value of the two-dimensional numerical calculation model, and calculating the two-dimensional numerical calculation model to balance;
3) adding an initial ground stress balance calculation stage based on the calculation result of the step 2), applying gravity load according to the rock stratum gravity and the lateral pressure coefficient, resetting the displacement of the two-dimensional numerical calculation model, and calculating the two-dimensional numerical calculation model to be balanced to obtain a model after ground stress balance;
4) based on the calculation result of the step 3), adding a displacement calculation control stage, excavating a tunnel in the model, determining a non-uniform deformation convergence mode based on gap parameters, calculating a displacement boundary, controlling the displacement boundary by debugging the stress of each node of the rock stratum boundary, and calculating the model to be balanced;
5) based on the calculation result of the step 4), adding a stress relief calculation stage, constructing a lining and releasing the stress of the tunnel boundary, applying the lining at the tunnel boundary, releasing the stress of the tunnel boundary and reducing to 0, and calculating the model to be balanced;
6) and (5) obtaining a rock stratum stress cloud picture, a displacement cloud picture, a lining axial force distribution picture, a lining bending moment picture and a lining deformation distribution picture based on the calculation result of the step 5).
Preferably, the specific implementation manner of step 2) adopted by the invention is as follows:
2.1) operating ROCCIENCE PHASE2 software, clicking a menu bar option Add External on a modeling interface, inputting a coordinate point to create a model outer boundary, wherein the size of the model is X multiplied by Y which is 80m multiplied by 30 m; clicking a menu bar option Add exposure, clicking a right mouse button to select a Circle Options option in a popped interface, inputting the radius and the coordinates of a tunnel, creating an Excavation boundary of a circular tunnel, clicking a menu bar option Mesh Setup, designating a grid type as Graded in a popped dialog box, designating a unit type as 6node d Triangles, inputting the number of Excavation boundary nodes, and after designating various parameters, sequentially clicking a discover option and a Mesh option in an option box to complete model establishment and grid division;
2.2) clicking an option Restrain X in a menu bar to apply normal constraints to the left side and the right side of the two-dimensional numerical computation model, clicking an option Restrain X Y in the menu bar to apply fixed constraints to the bottom of the two-dimensional numerical computation model, and clicking a menu bar option Free constraints to set the upper boundary of the two-dimensional numerical computation model as a Free boundary; according to the Stress distribution characteristics of the shallow tunnel, selecting a Gravity Field as the Stress Field condition of the model, clicking menu bar option Field Stress Parameters, designating the Stress Field type as Gravity in a popped option frame, inputting the ground elevation, the unit weight of the rock stratum and the lateral pressure coefficient, clicking an OK option in the option frame, and completing the setting of the model Stress Field; according to the extracted rock mechanical parameters, giving model Material Properties, clicking a menu bar option Define Material Properties, selecting an elastic constitutive in a popped option box, inputting an elastic modulus value and a Poisson ratio, and finishing Material assignment of the model.
Preferably, the specific implementation manner of step 3) adopted by the invention is as follows: based on the two-dimensional numerical computation model established in the step 2), clicking menu bar option Project Settings, adding a computation stage and naming the computation stage as an initial stress balance computation stage; and clicking menu bar options, selecting ResetalDispositions in a popped option box, clearing the displacement of the stage, and clicking a Computer to calculate the model to a balanced state to obtain the model after the ground stress is balanced.
Preferably, the specific implementation manner of step 4) adopted by the invention is as follows:
4.1) clicking menu bar options based on the two-dimensional numerical value calculation model established in the step 3), adding a calculation stage and naming the calculation stage as a control displacement stage; excavating the tunnel, clicking design Properties of a menu bar option, clicking Excavate in a popped dialog box, setting an excavating center, and excavating the tunnel;
4.2) obtaining a gap parameter g by combining rock stratum mechanical parameters based on an empirical formula, and calculating the displacement of each node of the tunnel excavation boundary according to the gap parameter g;
4.3) clicking an Add TriangularLoad option, inputting the maximum value and the minimum value of the applied non-uniformly distributed stress in an Add distribution Load option frame, clicking an OK option, selecting nodes of a rock layer boundary needing stress application, and finishing stress application of an excavation boundary; then clicking a Computer option to calculate the model to an equilibrium state; after the calculation is finished, clicking an Interret option, selecting a Total display option in a drop-down option frame of Select Data To View, clicking a tunnel excavation Boundary by a left mouse button, selecting a Query Boundary in a popped option frame, inquiring a rock stratum Displacement result after stress is applied, and repeating the steps To debug the stress Boundary until the excavation Boundary reaches a non-uniform convergence deformation mode.
Preferably, the specific implementation manner of step 5) adopted by the invention is as follows:
5.1) clicking menu bar option Project Settings based on the two-dimensional numerical computation model established in the step 4), adding a computation stage and naming the computation stage as a stress relief computation stage; clicking a menu bar option Define line Properties at the stage, respectively inputting the elastic modulus, Poisson's ratio and thickness of the lining in a popped option box, clicking an OK option to finish the assignment of the lining, clicking a menu bar option Add Liner, selecting a tunnel excavation boundary, clicking an Enter key to finish the application of the lining;
5.2) clicking a menu bar option Add triangle Load, selecting a Stage Load option, then clicking a Stage Factors option, setting the Factor of the Stage to be 0 in a Stage Factors option frame, clicking an OK option to complete stress release of a rock stratum boundary, and clicking a computer option to calculate the model to an equilibrium state.
Has the advantages that:
the invention provides a numerical solving method for the deformation of a shield subway tunnel rock stratum-lining, which comprises the steps of establishing a two-dimensional numerical calculation model according to tunnel geometric parameters and mechanical parameters, carrying out initial ground stress balance on the model, obtaining a displacement boundary required to be applied to a tunnel excavation boundary and solving stress corresponding to the displacement boundary based on a non-uniform convergence deformation mode, and releasing the stress after lining is applied to obtain a rock stratum-lining deformation stress rule. Compared with a three-dimensional numerical calculation method, the method has the advantages that the required calculation time and storage space are greatly reduced, and the method can be widely applied to design and analysis of the shield subway structure.
Drawings
Fig. 1 is a flowchart of a numerical solution method for shield subway tunnel rock stratum-lining stress deformation provided by the present invention;
FIG. 2 is a graph of a grid division of a model after tunnel excavation;
FIG. 3 is a diagram of a non-uniform convergent deformation pattern;
FIG. 4 is a schematic representation of a formation boundary after application of stress;
FIG. 5 is a graph of control displacement results after application of stress;
FIG. 6 is a stress cloud of a shield tunnel rock formation;
FIG. 7 is a shield tunnel rock displacement cloud;
FIG. 8 is a diagram of axial force and bending moment distribution of a shield tunnel lining;
fig. 9 is a shield tunnel lining deformation distribution diagram.
Detailed Description
The following detailed description of the invention refers to the accompanying drawings. The scope of protection of the invention is not limited to the description of the embodiments only.
A numerical solution method for shield subway tunnel rock stratum-lining stress deformation is implemented by a flow chart shown in figure 1, and comprises the following specific steps:
(1) according to geological survey data, tunnel geometric parameters such as tunnel diameter and tunnel burial depth are extracted, and rock stratum mechanical parameters such as elastic modulus, weight, Poisson ratio and lateral pressure coefficient are extracted. The parameters are shown in Table 1.
Table 1 selection of operating condition parameter values
(2) A tunnel excavation model is established by utilizing two-dimensional finite element software ROCCIENCE PHASE2, and values of parameters of the model are shown in a table 1. The specific operation steps are as follows: double-clicking the ROSCIENCE PHASE2 software icon, running the software, clicking the menu bar option Add External on the modeling interface, inputting coordinate points (40, -15), (-40, -15), (-40, 15), (40, 15) and creating the outer boundary of the model, wherein the size of the model is X multiplied by Y, which is 80 multiplied by 30m (by continuously debugging the horizontal boundary and the bottom boundary of the model, a reasonable outer boundary is obtained to weaken the influence of the boundary effect on the model calculation). Clicking a menu bar option Add exposure, clicking a right mouse button, selecting a Circle Options option in a popped interface, inputting a tunnel radius of 1.33m and a digging center coordinate (0-3.5), creating a digging boundary of a circular tunnel, clicking a menu bar option Mesh Setup, designating a grid type as Graded, a unit type as 6Node Triangles, inputting 40 digging boundary nodes, and clicking a Discrize option and a Mesh option in an option box in sequence after designating various parameters to complete model establishment and grid division.
Normal direction restraint is applyed to the model left side and right side respectively, applys fixed restraint to the model bottom, applys free boundary to the earth's surface, and concrete operation is: clicking an option Restain X in a menu bar applies normal constraints to the left side and the right side of the model, clicking an option Restain XY of the menu bar applies fixed constraints to the bottom of the model, and clicking an option Free constraints of the menu bar sets the upper boundary of the model as a Free boundary. According to the Stress distribution characteristics of the shallow tunnel, selecting a Gravity Field as the Stress Field condition of the model, clicking menu bar option Field Stress Parameters, designating the Stress Field type as Gravity in a popped option box, inputting the ground elevation as 15m, and inputting the unit weight of the rock stratum as 0.017MN/m3And inputting a lateral pressure coefficient into 1, clicking an OK option in the option box, and finishing the setting of the model stress field. From the extracted rock mechanical parametersGiving the model Material attribute, clicking the menu bar option Define Material Properties, selecting the elastic constitutive in the popped option box, inputting the elastic modulus value of 20MPa and the Poisson ratio of 0.2, and finishing the Material assignment of the model.
(3) And (3) clicking a menu bar option Project Settings based on the two-dimensional numerical computation model established in the step (2), adding a computation stage and naming the computation stage as an initial stress balance computation stage. And clicking menu bar options, selecting ResetalDispositions in a popped option box, clearing the displacement of the stage, and clicking a Computer to calculate the model to a balanced state to obtain the model after the ground stress is balanced.
(4) And (4) clicking menu bar options (Project Settings) based on the two-dimensional numerical computation model established in the step (3), adding a computation stage and naming the computation stage as a control displacement stage. And excavate the tunnel, the concrete operation does: clicking the design Properties option, clicking Excavate in a popped dialog box, setting the excavation center to be (0, -3.5), excavating the tunnel, and viewing the excavated model grid as figure 2.
According to the gap parameters, a non-uniform deformation convergence mode is defined, and the specific steps are as follows: the clearance parameter g is obtained by an empirical formula and rock stratum mechanical parameter estimation, the displacement of each node around the cavern can be obtained according to the clearance parameter, and the obtained nonuniform convergence deformation mode is shown in figure 3. Controlling the displacement boundary by debugging the stress of each node of the rock layer boundary, and specifically operating as follows: clicking an Add Triangular Load option, inputting the maximum value and the minimum value of the applied non-uniformly distributed stress in an Add distributed Load option frame, clicking an OK option, selecting a node of a rock layer boundary needing stress application, and finishing stress application of an excavation boundary; then clicking a Computer option to calculate the model to an equilibrium state; after the calculation is finished, clicking an Interret option, selecting a Total Displacement option in a drop-down option frame of Select Data To View, clicking a tunnel excavation Boundary by a left button of a mouse, selecting a Query Boundary in a popped option frame, inquiring a rock stratum Displacement result after stress application, repeating the steps To repeatedly debug the stress Boundary until the excavation Boundary reaches a non-uniform convergence deformation mode shown in figure 3, wherein figure 4 is a rock stratum Boundary schematic diagram after stress application, and figure 5 is a Displacement result control diagram after stress application.
(5) And (4) clicking menu bar options Project Settings based on the two-dimensional numerical computation model established in the step (4), adding a computation stage and naming the computation stage as a stress relief computation stage. In the stage, a menu bar option Define line Properties is clicked, the elastic modulus of the lining is 25GPa, the Poisson ratio is 0.3, the thickness is 0.1m, the OK option is clicked to finish the assignment of the lining, a menu bar option Add Liner is clicked, the tunnel excavation boundary is selected, and the Enter key is clicked to finish the application of the lining.
Releasing the tunnel boundary stress and reducing the tunnel boundary stress to 0, and specifically operating as follows: clicking a menu bar option Add Triangular Load, selecting a Stage Load option, then clicking a Stage Factors option, setting a Factor of the Stage to be 0 in a Stage Factors option frame, clicking an OK option to complete stress release of a rock layer boundary, and clicking a computer option to calculate the model to an equilibrium state.
(6) And (5) obtaining a rock stratum stress cloud picture, a displacement cloud picture, a lining axial force and bending moment distribution picture and a lining deformation picture based on the calculation result in the step (5), wherein the pictures are shown in figures 6-9.
Claims (5)
1. A numerical solution method for shield subway tunnel rock stratum-lining stress deformation is characterized by comprising the following steps of: the numerical solution method for the shield subway tunnel rock stratum-lining stress deformation comprises the following steps of:
1) extracting geometric parameters and tunnel rock stratum mechanical parameters of the tunnel according to geological survey data; the geometric parameters of the tunnel comprise tunnel burial depth and tunnel diameter; the mechanical parameters of the tunnel rock stratum comprise elastic modulus, Poisson ratio, weight and lateral pressure coefficient;
2) establishing a two-dimensional numerical calculation model by using two-dimensional finite element software ROCCIENCE PHASE2, carrying out model grid division, determining the boundary condition and the stress field condition of the two-dimensional numerical calculation model, giving mechanical parameters to the two-dimensional numerical calculation model, and calculating the two-dimensional numerical calculation model to balance;
3) adding an initial ground stress balance calculation stage based on the calculation result of the step 2), applying gravity load according to the rock stratum gravity and the lateral pressure coefficient, resetting the displacement of the two-dimensional numerical calculation model, and calculating the two-dimensional numerical calculation model to be balanced to obtain a model after ground stress balance;
4) based on the calculation result of the step 3), adding a displacement calculation control stage, excavating a tunnel in the model, determining a non-uniform deformation convergence mode based on gap parameters, calculating a displacement boundary, controlling the displacement boundary by debugging the stress of each node of the rock stratum boundary, and calculating the model to be balanced;
5) based on the calculation result of the step 4), adding a stress releasing calculation stage, applying a lining at the tunnel boundary, releasing the stress of the tunnel boundary and reducing the stress to 0, and calculating the model to be balanced;
6) and (5) obtaining a rock stratum stress cloud picture, a displacement cloud picture, a lining axial force distribution picture, a lining bending moment picture and a lining deformation distribution picture based on the calculation result of the step 5).
2. The numerical solution method for the shield subway tunnel rock stratum-lining forced deformation according to claim 1, characterized in that: the specific implementation manner of the step 2) is as follows:
2.1) operating ROCCIENCE PHASE2 software, clicking a menu bar option Add External on a modeling interface, inputting a coordinate point and creating a model outer boundary, wherein the size of the model is X multiplied by Y = 80m multiplied by 30 m; clicking a menu bar option Add exposure, clicking a right mouse button to select a Circle Options option in a popped interface, inputting the radius of a tunnel and the coordinates of a digging center, creating a digging boundary of a circular tunnel, clicking a menu bar option Mesh Setup, designating a grid type as Graded, designating a unit type as 6node Triangles, and inputting the number of nodes of the digging boundary; after each parameter is designated, sequentially clicking a Discretize option and a Mesh option in an option box to complete model establishment and grid division;
2.2) clicking an option Restrain X in a menu bar to apply normal constraints to the left side and the right side of the two-dimensional numerical computation model, clicking an option Restrain X Y in the menu bar to apply fixed constraints to the bottom of the two-dimensional numerical computation model, and clicking a menu bar option Free constraints to set the upper boundary of the two-dimensional numerical computation model as a Free boundary; according to the Stress distribution characteristics of the shallow tunnel, selecting a Gravity Field as the Stress Field condition of the model, clicking menu bar option Field Stress Parameters, designating the Stress Field type as Gravity in a popped option frame, inputting the ground elevation, the unit weight of the rock stratum and the lateral pressure coefficient, clicking an OK option in the option frame, and completing the setting of the model Stress Field; according to the extracted rock mechanical parameters, giving model Material Properties, clicking a menu bar option Define Material Properties, selecting an elastic constitutive in a popped option box, inputting an elastic modulus value and a Poisson ratio, and finishing Material assignment of the model.
3. The numerical solution method for the shield subway tunnel rock stratum-lining forced deformation according to claim 2, characterized in that: the specific implementation mode of the step 3) is as follows: based on the two-dimensional numerical computation model established in the step 2), clicking menu bar option Project Settings, adding a computation stage and naming the computation stage as an initial stress balance computation stage; and clicking menu bar options, selecting a Reset All options in a popped option frame, clearing the displacement of the stage, and clicking a Computer to calculate the model to a balanced state to obtain the model after the ground stress is balanced.
4. The numerical solution method for the shield subway tunnel rock stratum-lining forced deformation according to claim 3, characterized in that: the specific implementation manner of the step 4) is as follows:
4.1) clicking menu bar options based on the two-dimensional numerical value calculation model established in the step 3), adding a calculation stage and naming the calculation stage as a control displacement stage; excavating the tunnel, clicking design Properties of a menu bar option, clicking Excavate in a popped dialog box, setting an excavating center, and excavating the tunnel;
4.2) acquiring clearance parameters by combining rock stratum mechanical parameters based on empirical formulagAccording to the gap parametergCalculating the displacement of each node of the tunnel excavation boundary;
4.3) clicking an Add TriangularLoad option, inputting the maximum value and the minimum value of the applied non-uniformly distributed stress in an Add distribution Load option frame, clicking an OK option, selecting nodes of a rock layer boundary needing stress application, and finishing stress application of an excavation boundary; then clicking a Computer option to calculate the model to an equilibrium state; after the calculation is finished, clicking an Interret option, selecting a Total display option in a drop-down option frame of Select Data To View, clicking a tunnel excavation Boundary by a left mouse button, selecting a Query Boundary in a popped option frame, inquiring a rock stratum Displacement result after stress is applied, and repeating the steps To repeatedly debug the stress Boundary until the excavation Boundary reaches a non-uniform convergence deformation mode.
5. The numerical solution method for the shield subway tunnel rock stratum-lining forced deformation according to claim 4, characterized in that: the specific implementation manner of the step 5) is as follows:
5.1) clicking menu bar option Project Settings based on the two-dimensional numerical computation model established in the step 4), adding a computation stage and naming the computation stage as a stress relief computation stage; clicking a menu bar option Define line Properties at the stage, respectively inputting the elastic modulus, Poisson's ratio and thickness of the lining in a popped option box, clicking an OK option to finish the assignment of the lining, clicking a menu bar option Add Liner, selecting a tunnel excavation boundary, clicking an Enter key to finish the application of the lining;
5.2) clicking a menu bar option Add triangle Load, selecting a Stage Load option, then clicking a Stage Factors option, setting the Factor of the Stage to be 0 in a Stage Factors option frame, clicking an OK option to complete stress release of a rock stratum boundary, and clicking a computer option to calculate the model to an equilibrium state.
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| CN114564775A (en) * | 2022-02-14 | 2022-05-31 | 中国地质大学（北京） | Double-scale coupling numerical simulation method suitable for building tunnel above goaf |
| CN114564775B (en) * | 2022-02-14 | 2022-10-11 | 中国地质大学（北京） | Double-scale coupling numerical simulation method suitable for building tunnel above goaf |
| CN115983052A (en) * | 2023-03-21 | 2023-04-18 | 中国矿业大学(北京) | Initial stress generation method suitable for FLAC3D medium-density rock stratum condition |
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