CN112084564B - Method and device for evaluating stability of tunnel face of glass fiber anchor rod pre-reinforcing tunnel and storage medium - Google Patents

Method and device for evaluating stability of tunnel face of glass fiber anchor rod pre-reinforcing tunnel and storage medium Download PDF

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CN112084564B
CN112084564B CN202010995467.XA CN202010995467A CN112084564B CN 112084564 B CN112084564 B CN 112084564B CN 202010995467 A CN202010995467 A CN 202010995467A CN 112084564 B CN112084564 B CN 112084564B
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surrounding rock
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潘秋景
张瑞丰
陈志宇
费瑞振
李兆华
李唐
屈兴儒
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Central South University
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Abstract

The invention discloses a method and a device for evaluating stability of a tunnel face of a glass fiber anchor rod pre-reinforcing tunnel and a storage medium, wherein the method comprises the following steps: generating a tunnel face three-dimensional rotary destruction mechanism, and calculating the gravity power of surrounding rocks, the underground water permeability power, the energy consumption power of a glass fiber anchor rod and the internal energy dissipation rate of surrounding rock destruction; introducing a Hoek-Brown nonlinear failure criterion, and obtaining an expression after reduction of the strength of the normal stress and the shear stress by adopting a strength reduction method in a main stress form, so as to reduce the Hoek-Brown parameter of the surrounding rock; obtaining a nonlinear equation of the tunnel face safety coefficient by using the total external force power equal to the total energy dissipation according to the limit analysis upper limit theorem; and (4) solving by combining an exhaustion method and a particle swarm optimization algorithm, and carrying out tunnel face stability evaluation by taking the minimum safety factor as the optimal safety factor. The method can be used for analyzing the stability of the tunnel face of the water-rich broken surrounding rock tunnel, and provides reference for reinforcing and safe construction of the tunnel face of the water-rich broken surrounding rock tunnel.

Description

Method and device for evaluating stability of tunnel face of glass fiber anchor rod pre-reinforcing tunnel and storage medium
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method and a device for evaluating stability of a tunnel face of a pre-reinforced tunnel by using a glass fiber anchor rod and a storage medium.
Background
The tunnel construction often meets the characteristics of water-rich weak surrounding rock, low strength of the water-rich weak surrounding rock, poor joint crack development and self-stability capability and the like. When the tunnel construction is carried out in water-rich weak surrounding rocks, the stability of the tunnel face is difficult to control, and engineering disasters such as overlarge deformation of the surrounding rocks, collapse of the tunnel face and the like are easy to occur. Although the stability of the tunnel face of the water-rich weak surrounding rock tunnel can be effectively controlled by the step-method tunnel face, the process is complex, the construction is slow, the construction risk is high, and the urgent need of the current tunnel construction is difficult to meet. Aiming at the characteristics of water-rich weak surrounding rock tunnel engineering, the tunnel engineering boundary at home and abroad provides a full-section pre-reinforcing technology for a tunnel face of a glass fiber anchor rod tunnel, has the advantages of simple process and quick construction, can effectively control the deformation of the surrounding rock of the tunnel face, and realizes the safe construction of a large section or a full section. At present, the domestic full-section glass fiber anchor rod pre-reinforcing technology for the water-rich weak surrounding rock tunnel mainly depends on experience, and no mature theoretical method for evaluating the stability of a tunnel face exists.
Disclosure of Invention
The invention provides a method and a device for evaluating stability of a tunnel face of a pre-reinforced tunnel by a glass fiber anchor rod and a storage medium, and aims to solve the problem that the stability of the tunnel face is difficult to evaluate by mainly relying on experience in the full-section glass fiber anchor rod pre-reinforcement technology of a water-rich weak surrounding rock tunnel in the related technology.
In a first aspect, a method for evaluating stability of a tunnel face of a pre-reinforced tunnel with a glass fiber anchor rod is provided, which includes:
generating a tunnel face three-dimensional rotation destruction mechanism based on an extreme state design principle and a space dispersion technology, and calculating the gravity power, the underground water permeability power, the glass fiber anchor rod energy consumption power and the internal energy dissipation rate of the surrounding rock destruction aiming at the tunnel face three-dimensional rotation destruction mechanism; the tunnel face three-dimensional rotation damage mechanism comprises a plurality of unit bodies with triangular prism structures;
introducing a Hoek-Brown nonlinear failure criterion, and obtaining an expression after the intensity of the normal stress and the shear stress is reduced by adopting an intensity reduction method in a main stress form, so as to reduce the Hoek-Brown parameter of the surrounding rock;
according to the upper limit theorem of limit analysis, obtaining a nonlinear equation of the tunnel face stable safety coefficient by the fact that the total external force power is equal to the total energy dissipation; wherein the total external force power is the sum of the gravity power of the surrounding rock and the permeability power of underground water, and the total energy dissipation is the sum of the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the surrounding rock damage;
and aiming at the nonlinear equation of the tunnel face stability safety coefficient, calculating to obtain the minimum safety coefficient as the optimal safety coefficient to evaluate the tunnel face stability based on an exhaustion method and a particle swarm optimization algorithm.
Further, the gravity power of the surrounding rock is calculated by the following formula:
Figure BDA0002692374090000021
wherein γ represents the weight of the surrounding rock; vi,jRepresents a unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Volume of (b), V'i,jIndicates adjacent unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The volume of (a); ri,jRepresents a unit cell Pi, jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Center of gravity to rotationLength of perpendicular to axis of rotation, betai,jIs the included angle between the vertical line and the plumb line; r'i,jRepresents a unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1Length of perpendicular from center of gravity to axis of rotation, β'i,jIs the included angle between the vertical line and the plumb line; omega is the angular velocity of the three-dimensional rotary destruction mechanism of the tunnel face.
Further, the groundwater permeability power is calculated by the following formula:
Figure BDA0002692374090000022
wherein, γwWhich indicates the severity of the groundwater,
Figure BDA0002692374090000023
and
Figure BDA0002692374090000024
the components of the hydraulic gradient in the directions of an x axis, a y axis and a z axis are respectively, and h is the height of the groundwater head; v. ofx、vyAnd vzRespectively representing the speed components of the three-dimensional rotary destruction mechanism of the tunnel face in the directions of an x axis, a y axis and a z axis;
neglecting the hydraulic gradient change along the y-axis direction, in the xOz plane, the groundwater head height h is calculated by the following formula:
Figure BDA0002692374090000025
wherein H is the height of the tunnel face, HwHeight of underground water line to bottom of tunnel, hfThe distance from the center of the tunnel face to the bottom is defined, and a and b are empirical parameters;
and calculating the seepage force power by summing each unit body in the tunnel face three-dimensional rotation damage mechanism, wherein the underground water seepage force power is expressed as:
Figure BDA0002692374090000026
wherein, FyAnd FzRepresenting corresponding unit P acting on three-dimensional rotary failure mechanism of tunnel facei,jPi+1, jPi,j+1-P’i,jP’i+1,jP’i,j+1Is calculated by the following formula:
Figure BDA0002692374090000027
Figure BDA0002692374090000028
applying the divergence theorem to the cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Then the component of the seepage resultant force acting on the corresponding unit cell can be further expressed as:
Figure BDA0002692374090000031
Figure BDA0002692374090000032
wherein the summation index k represents the unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Five boundary surfaces of (1), ny,kAnd nz,kRespectively representing the y-axis direction cosine and the z-axis direction cosine of the unit normal vector of the corresponding boundary surface; skIs the area corresponding to the k-th boundary surface,
Figure BDA0002692374090000033
is the average groundwater head height at the k-th boundary surface.
Further, the energy consumption power of the glass fiber anchor rod is calculated by the following formula:
Figure BDA0002692374090000034
wherein N is the number of the glass fiber anchor rods, TiIs the ultimate tension, T, of a glass fiber anchor rodi＝min(Tm,Tp)，TmIs the tensile yield strength, T, of a glass fiber anchor rodpResistance to pullout for glass fibre anchors, RiAnd betaiPolar coordinates of the point of intersection of the anchor with the fracture surface, RiIs a pole diameter, betaiIs polar angle, TpThe calculation expression is as follows:
Figure BDA0002692374090000035
wherein the content of the first and second substances,
Figure BDA0002692374090000036
is the diameter of the glass fiber anchor rod, taumIs the friction strength limit of the glass fiber anchor rod, L is the total length of the anchor rod, LeIs the effective length of the bolt.
Further, the internal energy dissipation rate of the surrounding rock damage is calculated by the following formula:
Figure BDA0002692374090000037
wherein S isi,jAnd S'i,jAre respectively a unit body Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1And Pi+1,jPi,j+ 1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The area of the triangular surface of (a); c and
Figure BDA0002692374090000038
equivalent cohesive force and equivalent internal of surrounding rock respectivelyThe angle of friction.
Further, the introducing of the Hoek-Brown nonlinear failure criterion and the reduction of the intensity of the normal stress and the shear stress by adopting the intensity reduction method in the form of the principal stress obtain an expression obtained by reducing the intensity of the normal stress and the shear stress, so as to reduce the Hoek-Brown parameter of the surrounding rock, specifically comprises the following steps:
Hoek-Brown nonlinear destruction criterion:
Figure BDA0002692374090000039
wherein σ1And σ3Respectively representing large principal stress and small principal stress; sigmaciThe uniaxial compressive strength of the surrounding rock is represented; s, a and mbAre the Hoek-Brown parameters, s, a and mbCalculated from the following formula:
Figure BDA00026923740900000310
Figure BDA00026923740900000311
Figure BDA0002692374090000041
wherein m isiThe constant reflecting the degree of rock breaking can be determined by looking up a table; the geological strength index GSI represents the quality of surrounding rocks; disturbance factor DiRepresenting the disturbance degree of the on-site surrounding rock, wherein the value of the undisturbed surrounding rock is 0.0, and the value of the high-disturbance surrounding rock is 1.0.
The Hoek-Brown nonlinear failure criterion takes the form of principal stress:
Figure BDA0002692374090000042
Figure BDA0002692374090000043
wherein σnAnd tau represents a normal stress and a shear stress on the failure plane, respectively,
Figure BDA0002692374090000044
and the included angle between the speed field direction of the three-dimensional rotary damage mechanism on the tunnel face and the damage face is equal to the equivalent internal friction angle of the surrounding rock.
Based on the strength reduction technology, the shear stress is reduced:
Figure BDA0002692374090000045
Figure BDA0002692374090000046
wherein FS is the safety factor of tunnel face, sigmadAnd τdRespectively the normal stress and the shear stress after the strength reduction, and further obtaining the equivalent internal friction angle after the strength reduction
Figure BDA0002692374090000047
And cohesion cd：
Figure BDA0002692374090000048
Figure BDA0002692374090000049
Further, the nonlinear equation for obtaining the tunnel face stability safety factor by making the total external force power equal to the total energy dissipation is expressed as follows:
WD,nail+WD＝Wγ+Wseepage
w is to beD,nail、WD、Wγ、WseepageTo do so byAnd reduced equivalent internal friction angle
Figure BDA00026923740900000410
And cohesion cdThe calculation formula of (c) is substituted to obtain:
Figure BDA00026923740900000411
further, the nonlinear equation for the tunnel face stability safety factor is solved by an exhaustion method, and the tunnel face stability evaluation is performed by using the minimum safety factor as the optimal safety factor, specifically including:
based on exhaustion method, taking all the components in the range of 0-90 deg. at preset angle intervals
Figure BDA0002692374090000051
A value;
for each time
Figure BDA0002692374090000052
The value of (3) is calculated by using a particle swarm optimization algorithm, taking the shape of the tunnel face three-dimensional rotation damage mechanism as an optimization variable and taking the safety coefficient of the tunnel face as an optimization target, and the minimum safety coefficient of the corresponding tunnel face is calculated;
then for all of the exhaustive
Figure BDA0002692374090000053
And selecting the minimum safety factor as the optimal safety factor from the minimum safety factors corresponding to the values to evaluate the stability of the tunnel face.
In a second aspect, a device for evaluating stability of tunnel face of pre-reinforced tunnel with glass fiber anchor rod is provided, which comprises:
the damage mechanism generating module is used for generating a tunnel face three-dimensional rotation damage mechanism based on a limit state design principle and a space discrete technology;
the power acquisition module is used for calculating the gravity power, the underground water permeability power, the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the damage of the surrounding rock aiming at the three-dimensional rotary damage mechanism of the tunnel face;
the intensity reduction module is used for introducing a Hoek-Brown nonlinear failure criterion, obtaining an expression after the intensity reduction of the normal stress and the shear stress by adopting an intensity reduction method in a main stress form, and further reducing the Hoek-Brown parameter of the surrounding rock;
the safety coefficient equation acquisition module is used for acquiring a nonlinear equation of the tunnel face stable safety coefficient according to the upper limit theorem of limit analysis, wherein the total external force power is equal to the total energy dissipation; wherein the total external force power is the sum of the gravity power of the surrounding rock and the permeability power of underground water, and the total energy dissipation is the sum of the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the surrounding rock damage;
and the stability evaluation module is used for calculating and obtaining the minimum safety factor as the optimal safety factor based on an exhaustion method and a particle swarm optimization algorithm aiming at the nonlinear equation of the tunnel face stability safety factor to evaluate the tunnel face stability.
In a third aspect, a computer-readable storage medium is provided, which stores a computer program adapted to be loaded by a processor and to execute the method for evaluating stability of a tunnel face of a glass fiber anchor pre-reinforced tunnel as described above.
Advantageous effects
The invention provides a method, a device and a storage medium for evaluating stability of a tunnel face pre-reinforced by a glass fiber anchor rod, which are based on a limit state design principle and a space dispersion technology and can establish a three-dimensional dispersion damage mechanism of any non-circular tunnel face; the damage of the broken surrounding rock is defined by adopting a nonlinear Hoek-Brown damage rule, and the tunnel face stability under the action of groundwater seepage and a glass fiber anchor rod pre-reinforcement effect is considered; and calculating the safety factor of the palm surface based on a nonlinear Hoek-Brown destruction criterion intensity reduction technology. Different from a general plane failure mode, the scheme considers a brand-new three-dimensional failure mode and provides an effective method for tunnel face stability evaluation; the scheme also considers the action effect of groundwater seepage, and considers the instability condition of the weak glass fiber reinforced tunnel face under the seepage action by calculating the acting power of groundwater seepage force. The scheme can be used for pre-reinforcing the tunnel face stability analysis of the water-rich broken surrounding rock glass fiber anchor rod, and also provides reference for reinforcing and safe construction of the water-rich broken surrounding rock tunnel face.
Drawings
FIG. 1 is a flowchart of a method for evaluating stability of a tunnel face of a glass fiber anchor rod pre-reinforcing tunnel according to an embodiment of the present invention;
FIG. 2 is a three-dimensional discrete breaking mechanism for tunnel faces provided by an embodiment of the present invention;
fig. 3 is a schematic diagram of energy consumption calculation and a schematic diagram of a unit body of a three-dimensional discrete destruction mechanism for a tunnel face according to an embodiment of the present invention;
FIG. 4 is a schematic view of a tunnel face cross section and a fiberglass anchor rod distribution provided by an embodiment of the invention;
fig. 5 is a three-dimensional discrete breaking mechanism and glass fiber anchor rod distribution view of an optimal tunnel face provided by an embodiment of the invention.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Example 1
As shown in fig. 1, the present embodiment provides a method for evaluating stability of a tunnel face of a glass fiber anchor rod pre-reinforcing tunnel, including:
s01: generating a tunnel face three-dimensional rotation damage mechanism based on a limit state design principle and a space discrete technology, as shown in FIG. 2; calculating the gravity power of surrounding rock, the underground water permeability power, the energy consumption power of a glass fiber anchor rod and the internal energy dissipation rate of surrounding rock damage aiming at the tunnel face three-dimensional rotation damage mechanism; the tunnel face three-dimensional rotation damage mechanism comprises a plurality of unit bodies with triangular prism structures.
The tunnel face three-dimensional rotation destruction mechanism with any cross section shape is generated by utilizing an extreme state design principle and a space dispersion technology, the destruction mechanism is composed of a series of unit bodies, each unit body is a pentahedron, external force acting work and internal energy dissipation on each unit body are respectively calculated, then results of all the unit bodies are accumulated, total external force acting work and total energy dissipation on the whole tunnel face three-dimensional rotation destruction mechanism can be obtained, and complex three-dimensional integral calculation can be avoided. The specific calculation is as follows.
The gravity power of the surrounding rock is calculated by the following formula:
Figure BDA0002692374090000061
wherein γ represents the weight of the surrounding rock; vi,jRepresents a unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Volume of (d), V'i,jIndicates adjacent unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The volume of (a); ri,jRepresents a unit cell Pi, jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Length of perpendicular from center of gravity to axis of rotation, betai,jIs the included angle between the vertical line and the plumb line; r'i,jRepresents a unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1Length of perpendicular from center of gravity to axis of rotation, beta'i,jIs the included angle between the vertical line and the plumb line; omega is the angular speed of the tunnel face three-dimensional rotating destruction mechanism, and all parameters are shown in figure 3. In this embodiment, i is 1 to n1J takes a value of 1 to nj；n1Representing plane pi in tunnel face three-dimensional rotation damage mechanism (as P in figure 3)i,j、Pi+1,jThe surface is marked as a plane II), njIndicating the jth plane ΠjThe number of points of upper dispersion.
The groundwater permeability power is calculated from the following formula:
Figure BDA0002692374090000071
wherein, γwWhich indicates the severity of the groundwater,
Figure BDA0002692374090000072
and
Figure BDA0002692374090000073
the components of the hydraulic gradient in the directions of an x axis, a y axis and a z axis are respectively, and h is the height of the groundwater head; v. ofx、vyAnd vzRespectively representing the speed components of the three-dimensional rotary destruction mechanism of the tunnel face in the directions of an x axis, a y axis and a z axis;
neglecting the hydraulic gradient change along the y-axis direction, in the xOz plane, the groundwater head height h is calculated by the following formula:
Figure BDA0002692374090000074
wherein H is the height of the tunnel face, HwHeight of underground water line to bottom of tunnel, hfThe distance from the center of the tunnel face to the bottom is taken as the distance, a and b are empirical parameters, and 4.496 and 1.935 can be taken in the embodiment respectively;
and calculating the power of the seepage force by summing each unit body in the tunnel face three-dimensional rotation damage mechanism, wherein the power of the seepage force is expressed as follows:
Figure BDA0002692374090000075
wherein, FyAnd FzRepresenting corresponding unit P acting on three-dimensional rotary failure mechanism of tunnel facei,jPi+1, jPi,j+1-P’i,jP’i+1,jP’i,j+1Is calculated by the following formula:
Figure BDA0002692374090000076
Figure BDA0002692374090000077
applying the divergence theorem to the unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1(e.g., a pentahedron as shown in FIG. 3), the component of the seepage resultant force acting on the corresponding unit cell can be further expressed as:
Figure BDA0002692374090000078
Figure BDA0002692374090000079
wherein the summation index k represents the unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Five boundary surfaces of (2), ny,kAnd nz,kRespectively representing the y-axis direction cosine and the z-axis direction cosine of the unit normal vector of the corresponding boundary surface; s iskIs the area corresponding to the k-th boundary surface,
Figure BDA00026923740900000710
is the average groundwater head height at the k-th boundary surface.
The internal energy dissipation rate of the surrounding rock damage is calculated by the following formula:
Figure BDA0002692374090000081
wherein S isi,jAnd S'i,jAre respectively a unit body Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1And Pi+1,jPi,j+ 1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The area of the triangular surface of (a); c and
Figure BDA0002692374090000082
respectively the equivalent cohesive force and the equivalent internal friction angle of the surrounding rock.
The energy consumption power of the glass fiber anchor rod (namely the total resistance acting power of the glass fiber anchor rod) is calculated by the following formula:
Figure BDA0002692374090000083
wherein N is the number of the glass fiber anchor rods, TiIs the ultimate tension, T, of a glass fiber anchor rodi＝min(Tm,Tp)，TmIs the tensile yield strength, T, of a glass fiber anchor rodpResistance to pullout for glass fibre anchors, RiAnd betaiPolar coordinates of the point of intersection of the anchor with the fracture surface, RiIs a pole diameter, betaiIs a polar angle; the power consumption of the glass fiber anchor rod can also be expressed as:
Figure BDA0002692374090000084
wherein m represents the number of anchors, RkAnd betakPolar coordinates (R) of the point of intersection of the anchor and the fracture planekIs a polar diameter, betakIs polar angle) (same as R)iAnd betai)。
TpThe calculation expression is as follows:
Figure BDA0002692374090000085
wherein, the first and the second end of the pipe are connected with each other,
Figure BDA0002692374090000086
is the diameter of the glass fiber anchor rod, taumIs the friction strength limit of the glass fiber anchor rod, L is the total length of the anchor rod, LeIs an anchorThe effective length of the rod is the length of the three-dimensional rotating damage mechanism extending out of the tunnel face.
S02: introducing a Hoek-Brown nonlinear failure rule, and obtaining an expression obtained by reducing the strength of the normal stress and the shear stress by adopting a strength reduction method in a main stress form, thereby reducing the Hoek-Brown parameter of the surrounding rock. The method specifically comprises the following steps:
Hoek-Brown nonlinear destruction criterion:
Figure BDA0002692374090000087
wherein σ1And σ3Respectively representing large principal stress and small principal stress; sigmaciThe uniaxial compressive strength of the surrounding rock is shown; s, a and mbAre the Hoek-Brown parameters, s, a and mbCalculated from the following formula:
Figure BDA0002692374090000088
Figure BDA0002692374090000089
Figure BDA00026923740900000810
wherein m isiThe constant reflecting the degree of rock breaking can be determined by looking up a table; the geological strength index GSI represents the quality of the surrounding rock; disturbance factor DiRepresenting the disturbance degree of the on-site surrounding rock, wherein the undisturbed surrounding rock is 0.0, the high disturbance surrounding rock is 1.0, and 0.0 is adopted to represent the tunnel with the minimum disturbance to the tunnel surrounding rock when the tunnel is held;
the Hoek-Brown nonlinear failure criterion takes the form of principal stress:
Figure BDA0002692374090000091
Figure BDA0002692374090000092
wherein σnAnd tau represents a normal stress and a shear stress on the failure plane, respectively,
Figure BDA0002692374090000093
and the included angle between the speed field direction of the three-dimensional rotary damage mechanism on the tunnel face and the damage face is equal to the equivalent internal friction angle of the surrounding rock.
Based on the strength reduction technology, the shear stress is reduced:
Figure BDA0002692374090000094
Figure BDA0002692374090000095
wherein FS is the safety factor of tunnel face, sigmadAnd τdRespectively the normal stress and the shear stress after the strength reduction, and further obtaining the equivalent internal friction angle after the strength reduction
Figure BDA0002692374090000096
And cohesion cd：
Figure BDA0002692374090000097
Figure BDA0002692374090000098
S03: according to the upper limit theorem of limit analysis, obtaining a nonlinear equation of the tunnel face stable safety coefficient by the fact that the total external force power is equal to the total energy dissipation; wherein the total external force power is the sum of the calculated gravity power and the calculated permeability power, and the total energy dissipation is the sum of the energy consumption power and the internal energy dissipation rate of the glass fiber anchor rod.
The nonlinear equation of the tunnel face stability safety coefficient obtained by the fact that the total external force power is equal to the total energy dissipation is expressed as follows:
WD,nail+WD＝Wγ+Wseepage (22)
w is to beD,nail、WD、Wγ、WseepageAnd reduced equivalent internal friction angle
Figure BDA0002692374090000099
And cohesion cdThe calculation formula of (c) is substituted to obtain:
Figure BDA00026923740900000910
Figure BDA0002692374090000101
s04: aiming at the nonlinear equation of the tunnel face stability safety coefficient, an exhaustion method is used for solving, and the tunnel face stability evaluation is carried out by taking the minimum safety coefficient as the optimal safety coefficient. The method specifically comprises the following steps:
based on exhaustion method, taking all the components in the range of 0-90 deg. at preset angle intervals
Figure BDA0002692374090000102
A value; in this embodiment, the preset angle is preferably 0.1 °;
for each time
Figure BDA0002692374090000103
The value of (2) is obtained by taking the shape of the tunnel face three-dimensional rotation destruction mechanism as an optimization variable (namely, taking the value once per time) by utilizing a particle swarm optimization algorithm
Figure BDA0002692374090000104
Optimizing to obtain a set of corresponding rEAnd betaESee fig. 2), calculating the minimum safety factor of the corresponding tunnel face by taking the safety factor of the tunnel face as an optimization target;
then for all of the exhaustion
Figure BDA0002692374090000105
And selecting the minimum safety factor as the optimal safety factor from the minimum safety factors corresponding to the values to evaluate the stability of the tunnel face.
The following is a description of a specific engineering example. Referring to fig. 2 and 3, the method of the invention determines the stability factor of the tunnel face by calculating the energy consumption of the destruction mechanism and the anchor rods thereon, the height of the tunnel chamber of the engineering example is 10m, the burial depth is 30m, and the Hoek-Brown parameter of the surrounding rock is mi＝5，GSI＝20，σci＝3MPa,Di0.5, the effective weight of the surrounding rock is 18 kN.m-3Saturation gravity of gammasat＝21kN·m-3Water gravity gammaw＝10kN·m-3The distance between the water level of underground water and the vault is Hw20m, the density of the glass fiber anchor rod is 0.7 pieces/m2Diameter of glass fibre anchor
Figure BDA0002692374090000106
0.1m, a length L of the glass fiber anchor rod of 12 m, and a friction strength limit tau of the glass fiber anchor rodm160kPa, the tensile yield strength T of the glass fiber anchor rodmIs 400 kN. By the method, the reduction coefficient of the tunnel face can be calculated to be 3.6, namely the tunnel face stability safety coefficient under the condition of the engineering case parameters is 3.6. FIG. 4 provides a schematic view of a tunnel face section and a fiberglass bolt distribution; figure 5 provides a three-dimensional discrete failure mechanism and fiberglass bolt distribution view of an optimal tunnel face.
Example 2
The embodiment provides a glass fiber anchor rod is reinforcing tunnel face stability evaluation device in advance, includes:
the damage mechanism generation module is used for generating a tunnel face three-dimensional rotation damage mechanism based on the extreme state design principle and the space discrete technology;
the power acquisition module is used for calculating the gravity power, the underground water permeability power, the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the damage of the surrounding rock aiming at the three-dimensional rotary damage mechanism of the tunnel face;
the intensity reduction module is used for introducing a Hoek-Brown nonlinear failure criterion, obtaining an expression after the intensity reduction of the normal stress and the shear stress by adopting an intensity reduction method in a main stress form, and further reducing the Hoek-Brown parameter of the surrounding rock;
the safety coefficient equation acquisition module is used for acquiring a nonlinear equation of the tunnel face stable safety coefficient according to the upper limit theorem of limit analysis, wherein the total external force power is equal to the total energy dissipation; wherein the total external force power is the sum of the gravity power of the surrounding rock and the permeability power of underground water, and the total energy dissipation is the sum of the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the surrounding rock damage;
and the stability evaluation module is used for calculating and obtaining the minimum safety factor as the optimal safety factor to evaluate the stability of the tunnel face based on an exhaustion method and a particle swarm optimization algorithm aiming at the nonlinear equation of the tunnel face stability safety factor.
Example 3
The present embodiment provides a computer-readable storage medium, which stores a computer program, the computer program being adapted to be loaded by a processor and to execute the fiberglass anchor rod pre-reinforcing tunnel face stability evaluation method as described above.
As will be appreciated by one skilled in the art, embodiments of the present application may be provided as a method, system, or computer program product. Accordingly, the present application may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present application may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present application is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the application. It will be understood that each flow and/or block of the flow diagrams and/or block diagrams, and combinations of flows and/or blocks in the flow diagrams and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
It is understood that the same or similar parts in the above embodiments may be mutually referred to, and the same or similar parts in other embodiments may be referred to for the content which is not described in detail in some embodiments.
The invention provides a method and a device for evaluating stability of a tunnel face of a pre-reinforced tunnel of a glass fiber anchor rod and a storage medium, wherein the scheme is based on a limit state design principle and a space dispersion technology and can establish a three-dimensional dispersion damage mechanism of any non-circular tunnel face; the mechanism defines the damage of surrounding rocks by adopting a nonlinear Hoek-Brown damage rule, and considers the tunnel face stability under the action of groundwater seepage and the pre-reinforcing effect of a glass fiber anchor rod; and calculating the safety factor of the palm surface based on a nonlinear Hoek-Brown destruction criterion intensity reduction technology. Different from a general plane failure mode, the scheme considers a brand-new failure mode and provides an effective method for evaluating the stability of the three-dimensional tunnel face; the scheme also considers the action effect of the groundwater seepage, and also considers the action effect of the groundwater seepage by calculating the acting power of the groundwater seepage force to consider the instability condition of the weak glass fiber reinforced tunnel face under the seepage action. The tunnel face stability analysis method can be used for tunnel face stability analysis of the water-rich broken surrounding rock tunnel, and reference is provided for supporting reinforcement and safe construction of the water-rich broken surrounding rock tunnel.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (9)

1. A method for evaluating stability of tunnel face of glass fiber anchor rod pre-reinforced tunnel is characterized by comprising the following steps:
generating a tunnel face three-dimensional rotation destruction mechanism based on an extreme state design theory and a space dispersion technology, and calculating the gravity power, the underground water permeability power, the glass fiber anchor rod energy consumption power and the internal energy dissipation rate of the surrounding rock destruction aiming at the tunnel face three-dimensional rotation destruction mechanism; the tunnel face three-dimensional rotation damage mechanism comprises a plurality of unit bodies with triangular prism structures;
introducing a Hoek-Brown nonlinear failure criterion to represent the strength of the surrounding rock, and obtaining an expression obtained by reducing the strength of the normal stress and the shear stress by adopting a strength reduction method in a main stress form, so as to reduce the Hoek-Brown strength parameter of the surrounding rock;
obtaining a nonlinear equation of the tunnel face safety coefficient by using the total external force power equal to the total energy dissipation according to the limit analysis upper limit theorem; wherein the total external force power is the sum of the gravity power of the surrounding rock and the permeability power of underground water, and the total energy dissipation is the sum of the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the surrounding rock damage;
establishing a non-linear equation of the tunnel face stability safety coefficient, and calculating to obtain the minimum safety coefficient as the optimal safety coefficient to evaluate the tunnel face stability based on an exhaustion method and a particle swarm optimization algorithm;
the method for reducing the Hoek-Brown parameters of the surrounding rock comprises the following steps of introducing a Hoek-Brown nonlinear failure criterion, obtaining an expression obtained after reducing the strength of the normal stress and the shear stress by adopting a strength reduction method in a main stress form, and further reducing the Hoek-Brown parameters of the surrounding rock, wherein the expression specifically comprises the following steps:
Hoek-Brown nonlinear destruction criterion:
Figure FDA0003600583510000011
wherein σ1And σ3Respectively representing large principal stress and small principal stress; sigmaciThe uniaxial compressive strength of the surrounding rock is shown; s, a and mbAre the Hoek-Brown parameters, s, a and mbCalculated from the following formula:
Figure FDA0003600583510000012
Figure FDA0003600583510000013
Figure FDA0003600583510000014
wherein m isiIn order to reflect the constant of the rock breaking degree, the geological strength index GSI represents the quality of the surrounding rock, and a disturbance factor DiCharacterizing the degree of disturbance of on-site surrounding rock；
The Hoek-Brown nonlinear failure criterion takes the form of principal stress:
Figure FDA0003600583510000015
Figure FDA0003600583510000016
wherein σnAnd tau respectively represent normal stress and shear stress on the failure plane,
Figure FDA0003600583510000017
representing the included angle between the speed field direction of the tunnel face three-dimensional rotation damage mechanism and the damage face, which is equal to the equivalent internal friction angle of the surrounding rock;
on the basis of strength reduction technology, the normal stress sigmanAnd breaking with shear stress τ:
Figure FDA0003600583510000021
Figure FDA0003600583510000022
wherein the reduction coefficient FS is the safety coefficient of the tunnel face, sigmadAnd τdRespectively the normal stress and the shear stress after the strength reduction, and further obtaining the equivalent internal friction angle after the reduction
Figure FDA0003600583510000023
And cohesion cd：
Figure FDA0003600583510000024
Figure FDA0003600583510000025
2. The method for evaluating the stability of the tunnel face of the glass fiber anchor rod pre-reinforced tunnel according to claim 1, wherein the gravity power of the surrounding rock is calculated by the following formula:
Figure FDA0003600583510000026
wherein γ represents the weight of the surrounding rock; vi,jRepresents a unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Volume of (d), V'i,jIndicates adjacent unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The volume of (a); ri,jRepresents a unit cell Pi,jPi+1, jPi,j+1-P’i,jP’i+1,jP’i,j+1Length of perpendicular from center of gravity to axis of rotation, betai,jIs the included angle between the vertical line and the plumb line; r'i,jRepresents a unit cell Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1Length of perpendicular from center of gravity to axis of rotation, β'i,jIs the included angle between the vertical line and the plumb line; omega is the angular velocity of the three-dimensional rotary destruction mechanism of the tunnel face.
3. The method for evaluating the stability of the tunnel face of the glass fiber anchor rod pre-reinforcing tunnel according to claim 2, wherein the underground water permeability power is calculated by the following formula:
Figure FDA0003600583510000027
wherein, FyAnd FzRepresenting corresponding unit P acting on three-dimensional rotary failure mechanism of tunnel facei,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Is calculated by the following formula:
Figure FDA0003600583510000028
Figure FDA0003600583510000029
wherein the summation index k represents the unit cell Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1Five boundary surfaces of (1), ny,kAnd nz,kRespectively representing the y-axis direction cosine and the z-axis direction cosine of the unit normal vector of the corresponding boundary surface; skIs the area corresponding to the k-th boundary surface,
Figure FDA0003600583510000038
is the average groundwater head height at the k-th boundary surface.
4. The method for evaluating the stability of the tunnel face of the glass fiber anchor rod pre-reinforcing tunnel according to claim 3, wherein the energy consumption and power of the glass fiber anchor rod are calculated by the following formula:
Figure FDA0003600583510000031
wherein N is the number of the glass fiber anchor rods, TiIs the ultimate tension, T, of a glass fiber anchor rodi＝min(Tm,Tp)，TmIs the tensile yield strength, T, of a glass fiber anchor rodpIs the pullout strength limit, R, of a glass fiber anchor rodiAnd betaiIs an anchorPolar coordinates of the intersection of the rod and the plane of disruption, RiIs a pole diameter, betaiIs polar angle, TpThe calculation expression is as follows:
Figure FDA0003600583510000035
wherein the content of the first and second substances,
Figure FDA0003600583510000036
is the diameter of the glass fiber anchor rod, taumIs the friction strength limit of the glass fiber anchor rod, L is the total length of the anchor rod, LeIs the effective length of the bolt.
5. The method for evaluating stability of the tunnel face of the glass fiber anchor rod pre-reinforced tunnel according to claim 4, wherein the internal energy dissipation rate of the wall rock damage is calculated by the following formula:
Figure FDA0003600583510000032
wherein S isi,jAnd S'i,jAre respectively a unit body Pi,jPi+1,jPi,j+1-P’i,jP’i+1,jP’i,j+1And Pi+1,jPi,j+1Pi+1,j+1-P’i+1,jP’i,j+1P’i+1,j+1The area of the triangular surface of (a); c and
Figure FDA0003600583510000037
respectively the equivalent cohesive force and the equivalent internal friction angle of the surrounding rock.
6. The method for evaluating the stability of the tunnel face of the glass fiber anchor rod pre-reinforced tunnel according to claim 1, wherein the nonlinear equation for obtaining the safety factor of the stability of the tunnel face by the fact that the total external force power is equal to the total energy dissipation is represented as follows:
WD,nail+WD＝Wγ+Wseepage
w is to beD,nail、WD、Wγ、WseepageAnd reduced equivalent internal friction angle
Figure FDA0003600583510000033
And cohesion cdThe calculation formula of (c) is substituted to obtain:
Figure FDA0003600583510000034
7. the method for evaluating the stability of the tunnel face of the glass fiber anchor rod pre-reinforced tunnel according to claim 6, wherein the nonlinear equation for the safety coefficient of stability of the tunnel face is solved by an exhaustion method, and the evaluation of the stability of the tunnel face is performed by taking the minimum safety coefficient as the optimal safety coefficient, and specifically comprises the following steps:
based on exhaustion method, taking all the components in the range of 0-90 deg. at preset angle intervals
Figure FDA0003600583510000044
A value;
for each time
Figure FDA0003600583510000045
Calculating the minimum safety factor of the corresponding tunnel face by using a particle swarm optimization algorithm and taking the shape parameters of the tunnel face three-dimensional rotation damage mechanism as optimization variables and the safety factor of the tunnel face as an optimization target;
then for all of the exhaustion
Figure FDA0003600583510000046
And selecting the minimum value as the optimal safety factor from the minimum safety factors corresponding to the values to evaluate the stability of the tunnel face of the tunnel.
8. The utility model provides a glass fiber anchor rod is reinforcing tunnel face stability evaluation device in advance which characterized in that includes:
the damage mechanism generation module is used for generating a tunnel face three-dimensional rotation damage mechanism based on the extreme state design principle and the space discrete technology; the tunnel face three-dimensional rotation damage mechanism comprises a plurality of unit bodies with triangular prism structures;
the power acquisition module is used for calculating the gravity power, the underground water permeability power, the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the damage of the surrounding rock aiming at the three-dimensional rotary damage mechanism of the tunnel face;
the intensity reduction module is used for introducing a Hoek-Brown nonlinear failure criterion, obtaining an expression after the intensity reduction of the normal stress and the shear stress by adopting an intensity reduction method in a main stress form, and further reducing the Hoek-Brown parameter of the surrounding rock;
the safety coefficient equation acquisition module is used for acquiring a nonlinear equation of the tunnel face stable safety coefficient according to the upper limit theorem of limit analysis, wherein the total external force power is equal to the total energy dissipation; wherein the total external force power is the sum of the gravity power of the surrounding rock and the permeability power of underground water, and the total energy dissipation is the sum of the energy consumption power of the glass fiber anchor rod and the internal energy dissipation rate of the surrounding rock damage;
the stability evaluation module is used for calculating and obtaining the minimum safety factor as the optimal safety factor to evaluate the stability of the tunnel face on the basis of an exhaustion method and a particle swarm optimization algorithm aiming at the nonlinear equation of the tunnel face stability safety factor;
the method for reducing the Hoek-Brown parameters of the surrounding rock comprises the following steps of introducing a Hoek-Brown nonlinear failure criterion, obtaining an expression obtained after reducing the strength of the normal stress and the shear stress by adopting a strength reduction method in a main stress form, and further reducing the Hoek-Brown parameters of the surrounding rock, wherein the expression specifically comprises the following steps:
Hoek-Brown nonlinear destruction criterion:
Figure FDA0003600583510000041
wherein σ1And σ3Respectively representing large principal stress and small principal stress; sigmaciThe uniaxial compressive strength of the surrounding rock is shown; s, a and mbAre the Hoek-Brown parameters, s, a and mbCalculated from the following formula:
Figure FDA0003600583510000042
Figure FDA0003600583510000043
wherein m isiIn order to reflect the constant of the rock breaking degree, the geological strength index GSI represents the quality of the surrounding rock, and a disturbance factor DiRepresenting the disturbance degree of the surrounding rock on site;
the Hoek-Brown nonlinear failure criterion takes the form of principal stress:
Figure FDA0003600583510000051
Figure FDA0003600583510000052
wherein σnAnd tau respectively represent normal stress and shear stress on the failure plane,
Figure FDA0003600583510000053
representing the included angle between the speed field direction of the tunnel face three-dimensional rotation damage mechanism and the damage face, which is equal to the equivalent internal friction angle of the surrounding rock;
on the basis of strength reduction technology, the normal stress sigmanAnd reducing the shear stress tau:
Figure FDA0003600583510000054
Figure FDA0003600583510000055
wherein the reduction coefficient FS is the safety coefficient of the tunnel face, sigmadAnd τdRespectively the normal stress and the shear stress after the strength reduction, and further obtaining the equivalent internal friction angle after the reduction
Figure FDA0003600583510000056
And cohesion cd：
Figure FDA0003600583510000057
Figure FDA0003600583510000058
9. A computer-readable storage medium storing a computer program, wherein the computer program is adapted to be loaded by a processor and to perform the evaluation method of tunnel face stability of a glass fiber anchor rod pre-reinforcing tunnel according to any one of claims 1 to 7.
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