CN114936401A - Tunnel excavation three-dimensional numerical analysis displacement control method based on stratum loss rate - Google Patents
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Abstract
The invention discloses a tunnel excavation three-dimensional numerical analysis displacement control method based on stratum loss rate, which comprises the following steps of 1, establishing a basic finite element model; step 2, grid division; step 3, applying boundary conditions; step 4, balancing the ground stress; step 5, applying a tunnel face displacement boundary condition; step 6, applying radial surface displacement; step 7, excavating a tunnel; step 8, applying a preset displacement boundary condition; and 9, repeating the steps 5 to 8, and continuing the construction of the next pre-excavated tunnel section until the excavation of the whole tunnel to be analyzed is finished. The method can simplify the simulation of the concrete construction process of tunnel excavation, accurately simulate the stratum loss effect caused by tunnel excavation, and is suitable for analyzing the influence of the stratum loss effect caused by tunnel construction on the surrounding environment and buildings.
Description
Technical Field
The invention relates to the field of geotechnical engineering numerical analysis, in particular to a tunnel excavation three-dimensional numerical analysis displacement control method based on stratum loss rate.
Background
With the development of the underground space of modern cities, the influence of subway tunnel construction on the surrounding environment becomes one of the problems which people pay attention to, and the excavation of the tunnel inevitably disturbs the underground rock-soil body, so that the change of the stress and the displacement of the surrounding soil body is caused, and the safety of the pile foundation of the adjacent building and the normal use of the underground pipeline are influenced. The numerical analysis method is an ideal research method for researching the problems, and the stress control finite element method (FCM) is adopted mostly at present, but the method is difficult to accurately simulate the stratum loss effect caused by tunnel excavation. In order to avoid the complicated modeling process of the traditional tunnel excavation three-dimensional numerical simulation technology (FCM) and make up the defect that the given stratum loss rate is difficult to control accurately, the invention introduces a tunnel excavation three-dimensional numerical analysis displacement control method based on the stratum loss rate, which simplifies the tunnel construction steps, saves the calculation cost, can accurately simulate the stratum loss rate caused by tunnel excavation at the same time, and can be better used for analyzing the influence of the stratum loss effect caused by tunnel construction on the surrounding environment and the building (structure).
Disclosure of Invention
The technical problem to be solved by the invention is to provide a tunnel excavation three-dimensional numerical analysis displacement control method based on the stratum loss rate aiming at the defects of the prior art, the tunnel excavation three-dimensional numerical analysis displacement control method based on the stratum loss rate can be used for establishing corresponding displacement boundary conditions by combining field measured data, and can also be used for accurately simulating the influence of tunnel excavation on the surrounding environment and the building (structure) under the condition of specific stratum loss rate. The concrete tunnel excavation steps in the actual engineering are simplified, the calculation cost is saved, and the method has a great popularization and application value.
In order to solve the technical problems, the invention adopts the technical scheme that:
a tunnel excavation three-dimensional numerical analysis displacement control method based on stratum loss rate comprises the following steps.
Step 1, establishing a basic finite element model, comprising the following steps.
Step 1A, establishing a basic finite element model: establishing a basic finite element model containing a tunnel to be analyzed; the distance from the tunnel center of the tunnel to be analyzed to the upper boundary and the lower boundary of the basic finite element model is not less than 2 times of the diameter of the excavation section of the tunnel to be analyzed; and the distance from the tunnel center of the tunnel to be analyzed to the left boundary and the right boundary of the basic finite element model is not less than 5 times of the excavation section diameter of the tunnel to be analyzed.
Step 1B, establishing a model coordinate system: taking one angular point at the left lower side of the cuboid as a coordinate origin O, and taking three right-angle sides connected with the coordinate origin O as an X axis, a Y axis and a Z axis respectively, so as to establish a model coordinate system O-XYZ; the X axis, the Y axis and the Z axis respectively correspond to the length direction, the width direction and the height direction of the basic finite element model; the length direction of the tunnel to be analyzed is along the Y-axis direction of the model coordinate system O-XYZ.
Step 1C, dividing rock and soil layers: and dividing the rock-soil layer of the basic finite element model according to the actual rock-soil characteristic of the tunnel to be analyzed, so that the rock-soil layer is consistent with the actual rock-soil characteristic of the tunnel to be analyzed.
And 2, grid division, which specifically comprises the following steps.
Step 2A, marking key attention parts: obtaining key attention parts of the tunnel to be analyzed according to the actual environment characteristics of the tunnel to be analyzed; the key focus parts comprise key structures and positions of the tunnels to be analyzed and key structures and positions on the outer sides of the tunnels to be analyzed; and then, marking the obtained important attention part in the basic finite element model established in the step 1.
Step 2B, grid division: carrying out mesh division on the basic finite element model established in the step 1; and 4, carrying out encryption gridding division on the key focus part marked in the step 2A.
Step 3, applying boundary conditions: applying boundary conditions to the basic finite element model after the grid division; the boundary conditions comprise displacement boundary conditions and load boundary conditions; the displacement boundary conditions comprise a fixed support applied to the bottom of the basic finite element model and a hinged support applied to the periphery of the basic finite element model; the load boundary conditions include a gravitational load applied to the basic finite element model.
Step 4, balancing the ground stress: respectively endowing the basic finite element model subjected to the boundary condition with corresponding static side pressure coefficients K according to each rock-soil layer divided in the step 1C 0 Therefore, the rock-soil layers can reach an initial ground stress state while meeting the requirement that the vertical displacement is kept unchanged.
Step 5, applying a tunnel face displacement boundary condition: applying tunnel face displacement boundary conditions to the pre-excavated tunnel section of the tunnel to be analyzed in the basic finite element model, limiting the horizontal displacement of the front tunnel face of the pre-excavated tunnel section, and preventing the tunnel face from generating unstable collapse after the soil body of the pre-excavated section is removed.
Step 6, applying radial surface displacement: and applying radial surface displacement to the pre-excavated tunnel section of the tunnel to be analyzed in the basic finite element model, limiting the radial displacement of the rock and soil mass of the pre-excavated tunnel section, and preventing the tunnel surrounding rock from generating the unstable collapse phenomenon after the rock and soil mass is excavated and removed.
Step 7, tunnel excavation: and excavating and removing rock and soil bodies in the pre-excavated tunnel section in the tunnel to be analyzed.
Step 8, applying a preset displacement boundary condition: removing rock mass in the pre-excavated tunnel section, and applying a preset displacement boundary condition to the annular direction of the pre-excavated tunnel section to reproduce stratum loss effect caused by tunnel excavation; wherein the preset displacement boundary conditions are as follows: the shrinkage displacement of the excavated section is expressed as a function of the formation loss rate.
And 9, repeating the steps 5 to 8, and continuing the construction of the next pre-excavated tunnel section until the excavation of the whole tunnel to be analyzed is finished.
In step 8, the method for determining the preset displacement boundary condition includes the following steps.
Step 8A, determining stratum loss rate epsilon 0 : and comprehensively determining according to the tunnel construction process adopted by the tunnel to be analyzed and the tunnel penetrating through the stratum in the actual engineering.
Step 8B, determining the shrinkage coefficient g of the excavated section 0 The specific expression is as follows:
in the formula, R T The cross-sectional radius is designed for the tunnel to be analyzed.
Step 8C, determining a contraction displacement expression of the excavation section: setting the center of a designed section of a tunnel to be analyzed as a circle center o, a direction passing through the circle center o and parallel to an X axis as an X axis and a direction passing through the circle center o and parallel to a Z axis aiming at an excavation section of a pre-excavated tunnel section, thereby establishing a tunnel face coordinate system o-xyz of the tunnel to be analyzed; the expressions of the contraction displacement of a certain point i on the excavation section in the x direction and the z direction are respectively as follows:
in the formula (I), the compound is shown in the specification,
the contraction displacement in the x direction is the point i on the excavation section.
Theta is an included angle between a connecting line of a certain point i and the circle center o on the excavation section and the x axis.
In step 8A, when the stratum loss rate to be studied is a working condition and the influence of tunnel excavation on the surrounding environment and buildings is determined, epsilon 0 ＝a。
In the step 1A, the diameter of the tunnel excavation section of the tunnel to be analyzed is 2R T +g 0 。
And 7, excavating and removing the grid rock-soil body in the pre-excavated tunnel section in the tunnel to be analyzed by adopting a method of killing the model unit.
The invention has the following beneficial effects:
(1) the invention can simplify the complex construction process in the tunnel engineering in the modeling analysis and save the modeling time and the time for calculating and analyzing.
(2) The method can accurately simulate the stratum loss rate caused by tunnel excavation and is better used for analyzing the influence of the stratum loss effect caused by tunnel construction on the surrounding environment and buildings (structures).
Drawings
Fig. 1 shows a flow chart of the tunnel excavation three-dimensional numerical analysis displacement control method based on the stratum loss rate.
Fig. 2 shows a schematic structural diagram of the basic finite element model after meshing.
Figure 3 shows a schematic of the shrinkage displacement of the excavated section.
Among them are:
100. a basic finite element model; 110. a tunnel to be analyzed;
200. encrypting grids; 300. a fixed support; 400. a hinged support; 500. excavating a section; 600. and designing a section.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific preferred embodiments.
In the description of the present invention, it is to be understood that the terms "left side", "right side", "upper part", "lower part", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and that "first", "second", etc., do not represent an important degree of the component parts, and thus are not to be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
As shown in fig. 1, the method for controlling displacement through three-dimensional numerical analysis of tunnel excavation based on the stratum loss rate includes the following steps.
Step 1, establishing a basic finite element model, comprising the following steps.
Step 1A, establishing a basic finite element model: establishing a basic finite element model containing a tunnel to be analyzed; the basic finite element model is a rectangular parallelepiped as shown in fig. 1, and in the present embodiment, the length, width and height dimensions are preferably 120m, 60m and 45m, respectively.
The tunnel to be analyzed is positioned in the middle of the basic finite element model and is a cylinder. The distance from the tunnel center of the tunnel to be analyzed to the upper boundary or the lower boundary of the basic finite element model is not less than 2 times of the diameter of the excavation section of the tunnel to be analyzed; and the distance from the tunnel center of the tunnel to be analyzed to the left boundary or the right boundary of the basic finite element model is not less than 5 times of the excavation section diameter of the tunnel to be analyzed.
The design section radius of the tunnel to be analyzed is set as R T Preferably 6.3 m; the tunnel excavation section diameter size of the tunnel to be analyzed is preferably 2R T +g 0 Wherein g is 0 And (4) calculating the shrinkage coefficient of the excavated section according to the expression in the step 8B.
Further, for the purpose of comparative analysis, in this embodiment, two tunnels 110 to be analyzed are provided in the basic finite element model 100, and both tunnels are located on the same horizontal plane of the basic finite element model.
Step 1B, establishing a model coordinate system: taking an angular point at the lower left of the cuboid as a coordinate origin O, and taking three right-angled sides connected with the coordinate origin O as an X axis, a Y axis and a Z axis respectively, thereby establishing a model coordinate system O-XYZ; the X axis, the Y axis and the Z axis respectively correspond to the length direction, the width direction and the height direction of the basic finite element model; the length direction of the tunnel to be analyzed is along the Y-axis direction of the model coordinate system O-XYZ.
Step 1C, dividing rock and soil layers: and dividing the rock-soil layer of the basic finite element model according to the actual rock-soil characteristic of the tunnel to be analyzed, so that the rock-soil layer is consistent with the actual rock-soil characteristic of the tunnel to be analyzed.
And 2, grid division, which specifically comprises the following steps.
Step 2A, marking key attention parts: obtaining key attention parts of the tunnel to be analyzed according to the actual environment characteristics of the tunnel to be analyzed; the key focus parts comprise the key structure and position of the tunnel to be analyzed and the key structure and position outside the tunnel to be analyzed; and then, labeling the obtained important attention part in the basic finite element model established in the step 1.
Step 2B, grid division: carrying out mesh division on the basic finite element model established in the step 1, wherein the divided basic finite element model is shown in figure 2; and (4) carrying out encryption grid division on the key focus parts marked in the step (2A) to form an encryption grid 200.
Step 3, applying boundary conditions: applying boundary conditions to the basic finite element model after the grid division; the boundary conditions comprise displacement boundary conditions and load boundary conditions; the displacement boundary conditions comprise a fixed support 300 applied to the bottom of the basic finite element model and a hinged support 400 applied to the periphery of the basic finite element model; the load boundary conditions include a gravitational load applied to the basic finite element model.
Step 4, balancing the ground stress: respectively endowing the basic finite element model subjected to the boundary condition with corresponding static side pressure coefficients K according to each rock-soil layer divided in the step 1C 0 Therefore, the rock-soil layers can reach an initial ground stress state while vertical displacement of the rock-soil layers is kept unchanged.
Step 5, applying a tunnel face displacement boundary condition: applying tunnel face displacement boundary conditions to the pre-excavated tunnel section of the tunnel to be analyzed in the basic finite element model, limiting the horizontal displacement of the front tunnel face of the pre-excavated tunnel section, and preventing the tunnel face from generating unstable collapse after the soil body of the pre-excavated section is removed.
Step 6, applying radial surface displacement: and applying radial surface displacement to the pre-excavated tunnel section of the tunnel to be analyzed in the basic finite element model, limiting the radial displacement of the rock and soil mass of the pre-excavated tunnel section, and preventing the tunnel surrounding rock from generating the unstable collapse phenomenon after the rock and soil mass is excavated and removed.
Step 7, tunnel excavation: preferably, a method of killing the model units is adopted to excavate and remove the grid rock-soil mass in the pre-excavated tunnel section in the tunnel to be analyzed.
Step 8, applying a preset displacement boundary condition: removing rock mass in the pre-excavated tunnel section, and applying a preset displacement boundary condition to the annular direction of the pre-excavated tunnel section to reproduce stratum loss effect caused by tunnel excavation; wherein the preset displacement boundary conditions are as follows: the shrinkage displacement of the excavated section is expressed as a function of the formation loss rate.
The method for determining the preset displacement boundary condition comprises the following steps:
step 8A, determining stratum loss rate epsilon 0 : and comprehensively determining according to the tunnel construction process adopted by the tunnel to be analyzed and the tunnel penetrating through the stratum in the actual engineering.
When the stratum loss rate is required to be studied under the working condition of a and the influence of tunnel excavation on the surrounding environment and buildings, the stratum loss rate is epsilon 0 A. If the influence of tunnel excavation on the adjacent existing underground pipelines is studied under the working conditions of three stratum loss rates of 0.5%, 1.0% and 2.0%, the three stratum loss rates are the target stratum loss rates. In this embodiment, ε is preferable 0 ＝a＝1.0％。
Step 8B, determining the excavation section shrinkage coefficient g 0 The specific expression is as follows:
in the formula, R T For designing the section radius of the tunnel to be analyzed, in this embodiment, g is calculated 0 ＝30.025mm。
Step 8C, determining a contraction displacement expression of the excavation section: aiming at the excavation section of the pre-excavation tunnel section, setting the center of the design section of the tunnel to be analyzed as a circle center o, a direction passing through the circle center o and being parallel to an X axis as an X axis, and a direction passing through the circle center o and being parallel to a Z axis as a Z axis, so as to establish a tunnel face coordinate system o-xyz of the tunnel to be analyzed, as shown in FIG. 3; the expressions of the contraction displacement of a certain point i on the excavation section in the x direction and the z direction (also called displacement control method subprogram) are respectively as follows:
in the formula (I), the compound is shown in the specification,
the contraction displacement in the x direction is the point i on the excavation section.
Theta is an included angle between a connecting line of a certain point i and the circle center o on the excavation section and the x axis.
In this embodiment, when g is 0 When 30.025mm, then:
and 9, repeating the steps 5 to 8, and continuing the construction of the next pre-excavated tunnel section until the excavation of the whole tunnel to be analyzed is finished.
The invention applies displacement boundary conditions to the tunnel excavation boundary by utilizing field monitoring data or deformation of the expected tunnel section according to the concept of stress release so as to simulate the stratum loss effect caused by tunnel construction. The method can simplify the simulation of the concrete construction process of tunnel excavation, accurately simulate the stratum loss effect caused by tunnel excavation, and is suitable for analyzing the influence of the stratum loss effect caused by tunnel construction on the surrounding environment and buildings.
Although the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the details of the embodiments, and various equivalent modifications can be made within the technical spirit of the present invention, and the scope of the present invention is also within the scope of the present invention.
Claims (5)
1. A tunnel excavation three-dimensional numerical analysis displacement control method based on stratum loss rate is characterized by comprising the following steps: the method comprises the following steps:
step 1, establishing a basic finite element model, comprising the following steps:
step 1A, establishing a basic finite element model: establishing a basic finite element model containing a tunnel to be analyzed; the distance from the tunnel center of the tunnel to be analyzed to the upper boundary and the lower boundary of the basic finite element model is not less than 2 times of the diameter of the excavation section of the tunnel to be analyzed; the distance from the tunnel center of the tunnel to be analyzed to the left and right boundaries of the basic finite element model is not less than 5 times of the diameter of the excavation section of the tunnel to be analyzed;
step 1B, establishing a model coordinate system: taking one angular point at the left lower side of the cuboid as a coordinate origin O, and taking three right-angle sides connected with the coordinate origin O as an X axis, a Y axis and a Z axis respectively, so as to establish a model coordinate system O-XYZ; the X axis, the Y axis and the Z axis respectively correspond to the length direction, the width direction and the height direction of the basic finite element model; the length direction of the tunnel to be analyzed is along the Y-axis direction of a model coordinate system O-XYZ;
step 1C, dividing rock and soil layers: according to the actual rock-soil characteristics of the tunnel to be analyzed, carrying out rock-soil layer division on the basic finite element model to keep the rock-soil layer division consistent with the actual rock-soil characteristics of the tunnel to be analyzed;
step 2, grid division, which specifically comprises the following steps:
step 2A, marking key attention parts: obtaining key attention parts of the tunnel to be analyzed according to the actual environment characteristics of the tunnel to be analyzed; the key focus parts comprise the key structure and position of the tunnel to be analyzed and the key structure and position outside the tunnel to be analyzed; then, marking the obtained key focus parts in the basic finite element model established in the step 1;
step 2B, grid division: carrying out mesh division on the basic finite element model established in the step 1; carrying out encryption gridding division on the key focus parts marked in the step 2A;
step 3, applying boundary conditions: applying boundary conditions to the basic finite element model after the grid division; the boundary conditions comprise displacement boundary conditions and load boundary conditions; the displacement boundary conditions comprise a fixed support applied to the bottom of the basic finite element model and a hinged support applied to the periphery of the basic finite element model; the load boundary condition comprises a gravity load applied to the basic finite element model;
step 4, balancing the ground stress: dividing the basic finite element model subjected to the boundary condition according to the rock-soil layers divided in the step 1CRespectively endows the corresponding static side pressure coefficient K 0 Therefore, the rock-soil layers can reach an initial ground stress state while vertical displacement of the rock-soil layers is kept unchanged;
step 5, applying a tunnel face displacement boundary condition: applying tunnel face displacement boundary conditions to a pre-excavated tunnel section of a tunnel to be analyzed in the basic finite element model, limiting horizontal displacement of a tunnel face in front of the pre-excavated tunnel section, and preventing the tunnel face from generating a destabilization collapse phenomenon after a soil body of the pre-excavated section is removed;
step 6, applying radial surface displacement: applying radial surface displacement to a pre-excavated tunnel section of a tunnel to be analyzed in the basic finite element model, limiting the radial displacement of rock and soil mass of the pre-excavated tunnel section, and preventing the destabilization collapse phenomenon of tunnel surrounding rock after the rock and soil mass is excavated and removed;
step 7, tunnel excavation: pre-excavating and removing rock and soil bodies in a pre-excavated tunnel section in a tunnel to be analyzed;
step 8, applying a preset displacement boundary condition: removing rock mass in the pre-excavated tunnel section, and applying a preset displacement boundary condition to the annular direction of the pre-excavated tunnel section to reproduce stratum loss effect caused by tunnel excavation; wherein the preset displacement boundary conditions are as follows: expressing the shrinkage displacement of the excavation section as a function of the stratum loss rate;
and 9, repeating the steps 5 to 8, and continuing the construction of the next pre-excavated tunnel section until the excavation of the whole tunnel to be analyzed is finished.
2. The method for controlling displacement of tunnel excavation through three-dimensional numerical analysis based on stratum loss rate as claimed in claim 1, wherein: in step 8, the method for determining the preset displacement boundary condition includes the following steps:
step 8A, determining the stratum loss rate epsilon 0 : comprehensively determining according to a tunnel construction process adopted by a tunnel to be analyzed and a tunnel penetrating stratum in actual engineering;
step 8B, determining the excavation section shrinkage coefficient g 0 The specific expression is as follows:
in the formula, R T Designing the section radius of the tunnel to be analyzed;
step 8C, determining a contraction displacement expression of the excavation section: setting the center of a designed section of a tunnel to be analyzed as a circle center o, a direction passing through the circle center o and parallel to an X axis as an X axis and a direction passing through the circle center o and parallel to a Z axis aiming at an excavation section of a pre-excavated tunnel section, thereby establishing a tunnel face coordinate system o-xyz of the tunnel to be analyzed; the expressions of the contraction displacement of a certain point i on the excavation section in the x direction and the z direction are respectively as follows:
in the formula (I), the compound is shown in the specification,
the shrinkage displacement of a certain point i on the excavation section in the x direction is carried out;
theta is an included angle between a connecting line of a certain point i and the circle center o on the excavation section and the x axis.
3. The three-dimensional numerical analysis displacement control method for tunnel excavation based on the formation loss rate as claimed in claim 2, characterized in that: in step 8A, when the stratum loss rate to be studied is a working condition and the influence of tunnel excavation on the surrounding environment and buildings is determined, epsilon 0 ＝a。
4. The tunnel excavation three-dimensional numerical analysis displacement control method based on the formation loss rate as claimed in claim 2, characterized in that: in the step 1A, the diameter of the tunnel excavation section of the tunnel to be analyzed is 2R T +g 0 。
5. The method for controlling displacement of tunnel excavation through three-dimensional numerical analysis based on stratum loss rate as claimed in claim 1, wherein: and 6, excavating and removing the grid rock-soil body in the pre-excavated tunnel section in the tunnel to be analyzed by adopting a method of killing the model unit.
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