CN102519790A - Method for determining support pressure on excavation face of slurry shield tunnel - Google Patents
Method for determining support pressure on excavation face of slurry shield tunnel Download PDFInfo
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 154
- 238000000034 method Methods 0.000 title claims abstract description 48
- 239000002002 slurry Substances 0.000 title claims abstract description 46
- 239000002689 soil Substances 0.000 claims abstract description 118
- 238000010276 construction Methods 0.000 claims abstract description 89
- 238000012360 testing method Methods 0.000 claims abstract description 47
- 230000006378 damage Effects 0.000 claims abstract description 21
- 238000005070 sampling Methods 0.000 claims abstract description 5
- 238000006073 displacement reaction Methods 0.000 claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 23
- 238000010008 shearing Methods 0.000 claims description 21
- 238000004088 simulation Methods 0.000 claims description 20
- 238000004364 calculation method Methods 0.000 claims description 13
- 238000011056 performance test Methods 0.000 claims description 4
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000005211 surface analysis Methods 0.000 claims description 3
- 238000010586 diagram Methods 0.000 description 5
- 235000006506 Brasenia schreberi Nutrition 0.000 description 2
- 244000267222 Brasenia schreberi Species 0.000 description 2
- 239000011159 matrix material Substances 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 230000001687 destabilization Effects 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
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Abstract
The invention relates to a method for determining a reasonable range of support pressure on a construction excavation face of a slurry shield tunnel. A method with combination of experimental testing, analog computation of numerical values and theoretical judgment is adopted; and the method disclosed by the invention comprises the following steps of sampling a field tunnel construction soil body, testing the performances of the soil body, establishing an analytical model of the construction excavation face of the slurry shield tunnel, which is in line with field construction conditions according to experimental data and specific actual situations of the tunnel, performing computation, judging the destruction situation of a soil body unit in front of the excavation face by determining lateral soil pressure of an excavation stratum of a tunnel construction section, central balance pressure of the excavation face and main stress of the soil body in front of the excavation face and combining with a molar-coulomb failure criterion of the soil body and finally determining the reasonable range of the support pressure on the construction excavation face of the slurry shield tunnel. According to the method disclosed by the invention, the reasonable range of the support pressure on the excavation face can be analyzed and determined in a real-time manner according to different construction conditions and states while the construction of the tunnel is promoted, and the method further has the characteristics of a wide range of applications, high reliability and convenience in application.
Description
Technical Field
The invention belongs to the field of shield tunnel engineering construction, and particularly relates to a method for determining the support pressure of an excavation surface of a slurry shield tunnel, which can determine the reasonable range of the support pressure of the excavation surface of the slurry shield tunnel.
Background
In tunnel engineering, shield construction is not affected by interference of external factors such as seasons, weather conditions and the like, and has the characteristics of high construction speed, few constructors, high construction precision and the like, so that great superiority is shown. Particularly, the slurry balance shield construction is suitable for various complex geological environments, and is widely applied to the construction of large and medium tunnels in the world, particularly the tunnel construction of urban underground engineering.
In the slurry shield construction process, the underground construction inevitably affects the stratum and surrounding buildings or structures. If the influence is too large, the surrounding soil body is greatly deformed, and even the stratum is collapsed and the surrounding buildings are damaged, so that a great safety accident is caused. In recent years, in tunnel construction in Shanghai, Guangzhou, Hangzhou, Shenzhen and other places, stratum collapse accidents all happen due to complex construction conditions. Therefore, in order to reduce the influence of slurry shield construction on the surrounding environment and ensure the construction safety, a special construction process scheme must be established, reasonable slurry shield construction parameters are set, and the monitoring on the surrounding environment is enhanced in the construction process.
The excavation face supporting pressure is the most important technological parameter in the slurry shield construction technology and is one of the most main control targets for controlling the influence of slurry shield tunnel construction on the surrounding environment. In the construction process of the slurry shield tunnel, if the set slurry support pressure is too low, soil in front of an excavation surface is not supported and gushes into a slurry cabin, so that overlarge ground surface settlement and even collapse are caused; and the set mud-water support pressure is too large, and the soil body in front of the excavation surface is greatly stressed, so that the surface of the earth is raised, mud is blown out, and even the soil body is cracked and damaged. Therefore, the determination of the reasonable range of the supporting pressure of the excavation surface is a key problem of formulating a slurry shield construction process scheme and ensuring construction safety.
The method for determining the support pressure of the shield excavation face of the slurry shield in the prior art is mainly to adopt an empirical formula to carry out simple calculation, and the method has weak theoretical foundation, cannot accurately determine the support pressure of the excavation face, and cannot ensure the construction safety. Because the factor that influences slurry shield excavation face support pressure is various, including: the tunnel burial depth, the soil condition, the underground water level, the distribution of underground structures, the muddy water characteristic, the diameter of the muddy water shield and the like are different, and the geological conditions and the surrounding environment of different tunnels are different, so the construction condition of the tunnel under construction and the construction condition of the constructed tunnel project cannot be completely equal, and therefore, the method which can accurately determine the reasonable range of the supporting pressure of the excavation surface of the muddy water shield construction according to different geological conditions, surrounding environments and construction conditions is necessary.
Disclosure of Invention
The invention provides a unit strength method for an excavation face, which is a comprehensive method, in order to achieve the purpose of accurately determining the reasonable range of the supporting pressure of the excavation face in slurry shield tunnel construction under different geological conditions, surrounding environments and construction conditions. The method combines the test, the numerical simulation calculation and the theoretical judgment, and finally determines the supporting pressure range of the excavation surface according to the strength of the soil body unit in front of the excavation surface.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a method for determining a reasonable range of support pressure of an excavation face in slurry shield tunnel construction adopts a method combining test testing, numerical simulation calculation and theoretical judgment; sampling soil mass of field tunnel construction, carrying out performance test, establishing a slurry shield tunnel construction excavation surface analysis model which meets the field construction conditions according to test data and the concrete actual situation of the tunnel, calculating, judging the damage condition of a soil mass unit in front of an excavation surface by determining the lateral soil pressure of an excavation stratum, the central equilibrium pressure of the excavation surface and the main soil mass stress in front of the excavation surface of a tunnel construction section and combining the mole-coulomb damage criterion of the soil mass, and finally determining the reasonable range of the support pressure of the excavation surface of the slurry shield tunnel construction; the method comprises the following specific implementation steps:
(1) a test for testing the performance of the soil body in the field tunnel construction is carried out, and the concrete steps are as follows:
1) selecting a corresponding soil borrowing scheme for each layer of soil body according to the field geological condition; taking 3-4 test blocks from each layer of soil body; when soil is taken, disturbance to a soil body is avoided;
2) placing the test block in a shearing box, and filling a gap between the shearing box and the test sample with expanded cement mortar;
3) applying vertical pressure to compress the test block soil body, and dividing the pressure into 3-4 stages according to the equivalent amount to gradually increase until the vertical deformation of the test block soil body is stable;
4) applying shearing force, shearing the test block soil body, equivalently loading the shearing force every 1min, and recording the corresponding shearing force and shearing deformation; when the shear deformation of the soil body of the test block is increased rapidly or reaches 1/10 of the sample size, the soil body is considered to be damaged;
5) drawing a relation curve of the shear strength and the vertical pressure, and determining the internal friction angle of the soil body of each corresponding soil layer
And cohesive force of soil bodyA value;
(2) carrying out the numerical simulation of slurry shield tunnel construction, and adopting a finite element method, wherein the method comprises the following specific steps:
1) establishing a tunnel construction nonlinear finite element simulation model according to actual geological conditions and surrounding environments of tunnel construction;
2) the soil body adopts an elastic-plastic constitutive relation, and boundary conditions such as a free surface, a symmetric surface and normal displacement constraint are set;
(3) applying the self weight of the soil body of the tunnel construction section and the ground overload acting force to carry out nonlinear finite element numerical simulation calculation to obtain an initial ground stress field of tunnel construction, thereby determining the original lateral soil pressure of the excavation section stratum of the slurry shield tunnel construction section;
(4) setting the lateral soil pressure of an original stratum of an excavation section of the slurry shield tunnel as an excavation surface pressure, applying the excavation surface pressure as a force boundary condition, and performing nonlinear finite element numerical simulation calculation; judging whether the center of the excavation surface reaches the force balance or not by taking the displacement of the center point of the excavation surface as a judgment index; through a numerical test, if the displacement of the central point of the excavation surface is positive, the pressure is over-high; otherwise, the pressure is smaller; when the absolute value of the displacement of the center of the excavation surface is minimum and is approximately zero, determining the center balance pressure of the excavation surface;
(5) keeping the central balance pressure of the excavation surface unchanged, and judging whether the whole excavation surface reaches the force balance or not by taking the displacement of the top end and the bottom end of the excavation surface as a judgment index; the pressure of the excavation surface is distributed in a trapezoidal shape along the depth direction of the excavation section and is shown as an oblique line; adjusting the slope of a pressure oblique line through a numerical test, and if the displacement of the top end and the bottom end of the excavation surface is positive, indicating that the pressure is too large; otherwise, the pressure is smaller; when the absolute values of the displacements of the top end and the bottom end of the excavation surface are minimum and are approximately zero, determining the balanced muddy water pressure of the excavation surface;
(6) applying the determined mud water pressure of the excavation surface to balance the mud water pressure, obtaining the stress state of the soil body in front of the excavation surface, and determining the main stress of the soil body unit in front of the excavation surface;
(7) combined with Mohr-Coulomb strength theory, i.e. shear strength at any plane of the earth, i.e. the plane of destructionIs the normal stress on the surface
Function of (c):
in the formula
Is the cohesive force of the soil body,
the internal friction angle of the soil body is determined in the test of the step (1);
in the construction process of the slurry shield tunnel, the excavation face is generally controlled to be stable by adopting a method of controlling the pressure of a central point of the excavation face, so the pressure ratio is defined as follows:
in the formula
Setting a mud water pressure value of the central point of the excavation surface;
the initial muddy water pressure value is the central point of the excavation surface; by adjusting
And changing the pressure of the excavation surface, judging the damage condition of the soil body unit in front of the excavation surface, and determining the reasonable range of the supporting pressure of the excavation surface.
The method has the advantages that the reasonable range of the supporting pressure of the excavation face of the slurry shield tunnel construction is accurately determined by adopting a method combining test, numerical simulation calculation and theoretical judgment according to different geological conditions, surrounding environments and construction conditions of the slurry shield tunnel construction and combining soil mole-coulomb failure criterion through numerical simulation calculation. The method solves the problem that construction risk is high due to the fact that the supporting pressure of the excavation face is determined according to an empirical formula in the prior art; in addition, the method can analyze and determine the reasonable range of the supporting pressure of the excavation face in real time according to different construction conditions and states while the tunnel construction is promoted, and has the characteristics of wide application, high reliability and convenient application.
Drawings
FIG. 1 is a flow chart of the operation of the method of the present invention.
FIG. 2 is a numerical simulation model diagram of slurry shield tunnel construction according to the present invention.
FIG. 3 is a schematic diagram of a soil body unit in front of an excavation surface according to the present invention.
FIG. 4 is a diagram showing the process from instability of the excavation surface to fracture.
FIG. 5 is a diagram showing the process from instability to collapse of the excavated surface.
And fig. 6 is a range diagram of the determined support pressure of the shield excavation surface of the slurry shield tunnel construction.
Detailed Description
The invention is further illustrated with reference to the following figures and examples:
as shown in figure 1, the method for determining the reasonable range of the support pressure of the excavation face in slurry shield tunnel construction adopts a method combining experimental test, numerical simulation calculation and theoretical judgment. Sampling soil mass of field tunnel construction, carrying out performance test, establishing a slurry shield tunnel construction excavation surface analysis model which meets the field construction conditions according to the test data and the concrete actual conditions of the tunnel, calculating, judging the damage condition of a soil mass unit in front of an excavation surface by determining the lateral soil pressure of an excavation stratum, the central equilibrium pressure of the excavation surface and the main soil mass stress in front of the excavation surface of a tunnel construction section and combining the mole-coulomb damage criterion of the soil mass, and finally determining the reasonable range of the support pressure of the excavation surface of the slurry shield tunnel construction.
(1) And (5) performing a soil body performance test of the site tunnel construction. In-situ direct shear test of soil body is carried out by sampling on site to obtain internal friction angle of soil body
And cohesive force of soil body. The method comprises the following specific steps:
1) and selecting a corresponding soil borrowing scheme for each layer of soil body according to the field geological condition. Taking 3-4 test blocks from each layer of soil body. When taking out the soil, the disturbance to the soil body should be avoided.
2) And placing the test block in a shearing box, and filling the gap between the shearing box and the test sample with expanded cement mortar.
3) And applying vertical pressure to compress the test block soil body, and dividing the pressure into 3-4 stages according to the equivalent quantity to gradually increase until the test block soil body is vertically deformed stably.
4) Applying shearing force, shearing the test block soil body, equivalently loading the shearing force every 1min, and recording the corresponding shearing force and the shearing deformation. When the shear deformation of the soil body of the test block is increased sharply or reaches 1/10 of the size of the test sample, the soil body is considered to be damaged.
5) Drawing a relation curve of the shear strength and the vertical pressure, and determining the internal friction angle of the soil body of each corresponding soil layer
And cohesive force of soil bodyThe value is obtained.
(2) The slurry shield tunnel construction numerical simulation method is a finite element method and comprises the following specific steps:
1) and establishing a tunnel construction nonlinear finite element simulation model according to the actual geological conditions and the surrounding environment of the tunnel construction. The tunnel excavation diameter in the model is 11.22 m; the tunnel buried depth is 9.59m, the tunnel axial (Y direction) length is 75 m, the tunnel transverse (X direction) width is 50 m, and the tunnel vertical (Z direction) depth is 60 m.
2) The soil body adopts an elastic-plastic constitutive relation, and boundary conditions such as a free surface, a symmetric surface and normal displacement constraint are set, as shown in figure 2.
(3) And applying the self weight of the soil body of the tunnel construction section and the ground overload acting force to carry out nonlinear finite element numerical simulation calculation to obtain an initial ground stress field of tunnel construction, thereby determining the original lateral soil pressure of the excavation section stratum of the slurry shield tunnel construction section.
Finite element simulation is carried out on tunnel construction, nonlinear finite element solving equations are established according to soil nonlinearity
Wherein,
is a global stiffness matrix which is the displacement of unit nodes
As a function of (a) or (b),in order to be a matrix of displacements,
is the self-weight of the soil body,
is the ground overload acting force.
(4) And setting the lateral soil pressure of the original stratum of the excavation section of the slurry shield tunnel as the excavation surface pressure, applying the excavation surface pressure as a force boundary condition, and performing nonlinear finite element numerical simulation calculation. And (4) judging whether the center of the excavation surface reaches the force balance or not by taking the displacement of the center point of the excavation surface as a judgment index. Through a numerical test, if the displacement of the central point of the excavation surface is positive, the pressure is over-high; conversely, the pressure is slightly lower. And when the absolute value of the central displacement of the excavation surface is minimum and is approximately zero, determining the central balance pressure of the excavation surface.
(5) Keeping the central balance pressure of the excavation face unchanged, and judging whether the whole excavation face reaches the force balance or not by taking the displacement of the top end and the bottom end of the excavation face as a judgment index. The pressure of the excavation surface is distributed in a trapezoidal shape along the depth direction of the excavation section and is shown as an oblique line. Adjusting the slope of a pressure oblique line through a numerical test, and if the displacement of the top end and the bottom end of the excavation surface is positive, indicating that the pressure is too large; conversely, the pressure is slightly lower. And when the absolute values of the displacements of the top end and the bottom end of the excavation surface are minimum and are approximately zero, determining the balanced muddy water pressure of the excavation surface.
(6) And applying the determined mud water pressure of the excavation surface to balance the mud water pressure to obtain the stress state of the soil body in front of the excavation surface, and converting according to the following formula to determine the main stress of the soil body unit in front of the excavation surface.
In the formula,
,
There are three main stresses which are to be considered,
，
，
，
. Wherein
Three stress independent variables. As shown in fig. 3.
(7) Combined with Mohr-Coulomb strength theory, i.e. shear strength at any plane (failure plane) of the earth
Is the normal stress on the surface
Function of (c):
in the formula
Is the cohesive force of the soil body,
the value of the internal friction angle of the soil body is determined in the test of the step (1).
When the principal stress of the soil is known, the Mohr circle of the soil intersects with the destructive envelope, i.e.
The soil body is in a damaged state.
In the construction process of the slurry shield tunnel, the excavation face is generally controlled to be stable by adopting a method of controlling the pressure of a central point of the excavation face, so the pressure ratio is defined as follows:
in the formula
Setting a mud water pressure value of the central point of the excavation surface;
the initial muddy water pressure value of the central point of the excavation surface is obtained. And judging the damage condition of the soil body unit in front of the excavation surface, and determining the reasonable range of the supporting pressure of the excavation surface.
By changing
Adjusting the pressure of the excavation surface to calculate the pressure ratio
The pressure of the excavation surface mud water is gradually increased by 1 in 0.01 increment, the corresponding excavation surface soil body is deformed and destabilized, and the destabilization is intensified to be straightThe process to cleave destruction is shown in FIG. 4. At different pressure ratios
And determining the main stress of the soil body unit in front of the excavation surface, and judging the damage of the soil body unit in front of the excavation surface by combining the Mohr-Coulomb damage criterion. In this example, when
When =1.00, the excavation face is in an initial state, and the mud water pressure at the central point of the excavation face is an initial mud water pressure value, as shown in fig. 4 (a); increase of
Value when
When the principal stress of the soil body unit in front of the excavation surface meets the Mohr-Coulomb failure criterion, the excavation surface begins to be unstable, and the pressure of the excavation surface at the moment is the upper limit value of the support pressure of the excavation surface, as shown in FIG. 4 (b); continues to increase
The soil body units with unstable excavation surfaces are gradually increased, the damage is gradually developed, and when the soil body units are unstable, the damage is gradually reducedThe state of progress of destruction at =2.50 is shown in fig. 4 (c); continues to increase
Value whenIf the cutting depth is 3.50, the soil body unit in front of the excavation face has a damage slip surface and is in cleavage damage, as shown in fig. 4 (d).
For the same reason, the pressure ratio
The soil mass is gradually reduced from 1 until the corresponding soil mass is collapsed and damaged, as shown in figure 5. The lower limit value of the excavation face supporting pressure can be determined through judgment. In this example, when
When =1.00, the excavation face is in an initial state, and the mud water pressure at the central point of the excavation face is an initial mud water pressure value, as shown in fig. 5 (a); reduce
Value when
When the value is =0.78, the excavation face begins to be unstable, and the pressure of the excavation face at this time is the lower limit value of the support pressure of the excavation face, as shown in fig. 5 (b); is continuously reduced
The soil body units with unstable excavation surfaces are gradually increased, the damage is gradually developed, and when the soil body units are unstable, the damage is gradually reducedThe state of progress of destruction at =0.50 is shown in fig. 5 (c); is continuously reduced
Value when
If =0.10, the soil body unit in front of the excavation face develops a collapse slip surface and collapses and breaks, as shown in fig. 5 (d).
And finally determining the reasonable range of the support pressure of the excavation face of the slurry shield tunnel construction, as shown in figure 6.
Claims (1)
1. A method for determining a reasonable range of support pressure of an excavation face in slurry shield tunnel construction is characterized in that a method combining experimental test, numerical simulation calculation and theoretical judgment is adopted; sampling soil mass of field tunnel construction, carrying out performance test, establishing a slurry shield tunnel construction excavation surface analysis model which meets the field construction conditions according to test data and the concrete actual situation of the tunnel, calculating, judging the damage condition of a soil mass unit in front of an excavation surface by determining the lateral soil pressure of an excavation stratum, the central equilibrium pressure of the excavation surface and the main soil mass stress in front of the excavation surface of a tunnel construction section and combining the mole-coulomb damage criterion of the soil mass, and finally determining the reasonable range of the support pressure of the excavation surface of the slurry shield tunnel construction; the method comprises the following specific implementation steps:
(1) a test for testing the performance of the soil body in the field tunnel construction is carried out, and the concrete steps are as follows:
1) selecting a corresponding soil borrowing scheme for each layer of soil body according to the field geological condition; taking 3-4 test blocks from each layer of soil body; when soil is taken, disturbance to a soil body is avoided;
2) placing the test block in a shearing box, and filling a gap between the shearing box and the test sample with expanded cement mortar;
3) applying vertical pressure to compress the test block soil body, and dividing the pressure into 3-4 stages according to the equivalent amount to gradually increase until the vertical deformation of the test block soil body is stable;
4) applying shearing force, shearing the test block soil body, equivalently loading the shearing force every 1min, and recording the corresponding shearing force and shearing deformation; when the shear deformation of the soil body of the test block is increased rapidly or reaches 1/10 of the sample size, the soil body is considered to be damaged;
5) drawing a relation curve of the shear strength and the vertical pressure, and determining the internal friction angle of the soil body of each corresponding soil layerAnd cohesive force of soil body
A value;
(2) carrying out the numerical simulation of slurry shield tunnel construction, and adopting a finite element method, wherein the method comprises the following specific steps:
1) establishing a tunnel construction nonlinear finite element simulation model according to actual geological conditions and surrounding environments of tunnel construction;
2) the soil body adopts an elastic-plastic constitutive relation, and boundary conditions such as a free surface, a symmetric surface and normal displacement constraint are set;
(3) applying the self weight of the soil body of the tunnel construction section and the ground overload acting force to carry out nonlinear finite element numerical simulation calculation to obtain an initial ground stress field of tunnel construction, thereby determining the original lateral soil pressure of the excavation section stratum of the slurry shield tunnel construction section;
(4) setting the lateral soil pressure of an original stratum of an excavation section of the slurry shield tunnel as an excavation surface pressure, applying the excavation surface pressure as a force boundary condition, and performing nonlinear finite element numerical simulation calculation; judging whether the center of the excavation surface reaches the force balance or not by taking the displacement of the center point of the excavation surface as a judgment index; through a numerical test, if the displacement of the central point of the excavation surface is positive, the pressure is over-high; otherwise, the pressure is smaller; when the absolute value of the displacement of the center of the excavation surface is minimum and is approximately zero, determining the center balance pressure of the excavation surface;
(5) keeping the central balance pressure of the excavation surface unchanged, and judging whether the whole excavation surface reaches the force balance or not by taking the displacement of the top end and the bottom end of the excavation surface as a judgment index; the pressure of the excavation surface is distributed in a trapezoidal shape along the depth direction of the excavation section and is shown as an oblique line; adjusting the slope of a pressure oblique line through a numerical test, and if the displacement of the top end and the bottom end of the excavation surface is positive, indicating that the pressure is too large; otherwise, the pressure is smaller; when the absolute values of the displacements of the top end and the bottom end of the excavation surface are minimum and are approximately zero, determining the balanced muddy water pressure of the excavation surface;
(6) applying the determined mud water pressure of the excavation surface to balance the mud water pressure, obtaining the stress state of the soil body in front of the excavation surface, and determining the main stress of the soil body unit in front of the excavation surface;
(7) combined with Mohr-Coulomb strength theory, i.e. shear strength at any plane of the earth, i.e. the plane of destruction
Is the normal stress on the surface
Function of (c):
in the formula
Is the cohesive force of the soil body,
the internal friction angle of the soil body is determined in the test of the step (1);
in the construction process of the slurry shield tunnel, the excavation face is generally controlled to be stable by adopting a method of controlling the pressure of a central point of the excavation face, so the pressure ratio is defined as follows:
in the formula
Setting a mud water pressure value of the central point of the excavation surface;
the initial muddy water pressure value is the central point of the excavation surface; by adjusting
And changing the pressure of the excavation surface, judging the damage condition of the soil body unit in front of the excavation surface, and determining the reasonable range of the supporting pressure of the excavation surface.
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