CN114004055B - Slope shear strength parameter inversion analysis method based on equivalent soil pressure effect - Google Patents
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Abstract
The invention relates to the field of slope engineering stability evaluation, in particular to a slope shear strength parameter inversion analysis method based on equivalent soil pressure action, which comprises the following steps: obtaining rock mass material parameters, rock mass test data and monitoring data; establishing a numerical calculation model according to the slope field data; performing rock mass shear strength parameter inversion analysis in an initial soil stress field by using the numerical calculation model; comparing the slope stress field and the initial ground stress field under the action of equivalent soil pressure, and performing inversion analysis on the shear strength parameters c and phi of the rock mass; and correcting the initial parameters by the inversion parameters to obtain the shear strength parameters of the rock mass, namely the cohesive force c and the internal friction angle phi. In the inversion analysis of the slope parameters with the covering layer, the slope pressing effect of the covering layer is considered, the problem that the inversion parameters of the rock mass cannot be obtained because the sliding surface is always in the covering layer due to relatively low parameters of the covering layer is solved, and the shear strength parameters of the rock mass can be more accurately and reasonably obtained.
Description
Technical Field
The invention relates to the field of stability evaluation of slope engineering, in particular to a slope shear strength parameter inversion analysis method based on equivalent soil pressure effect.
Background
In the analysis of the rock slope problem, the determination of rock mass material parameters is the key of geotechnical engineering numerical values, and is directly related to the numerical simulation effect. In fact, due to the complexity of rock mass structure and the existence of uncertainty factors such as great influence by surrounding environment, the determination of parameters is always a difficult point. Due to the complex physical and mechanical characteristics of rock and soil mass materials, various parameters required in the analysis process are increased, the requirement on the parameter precision is increased, and in the traditional research work, the rock and soil mass mechanical parameters are obtained through an on-site rock and soil mechanical test or an indoor sampling test, but the taken samples cannot necessarily completely show the mechanical characteristics of the on-site rock and soil mass.
Under the condition, the influence of a plurality of geological factors can be comprehensively considered by adopting an inversion analysis method, and reasonable parameter values can be obtained economically and effectively. For slope engineering, a numerical calculation method is generally adopted, and inversion analysis is carried out on the strength parameters of the deformed rock body by taking a specific safety coefficient as a research target, so that the strength parameters of the deformed rock body are accurately determined, and parameter bases are provided for the stability analysis of the deformed rock body and even the slope.
In order to solve the problem that when the parameters of the rock mass with the covering layer are inverted, the sliding surface is always in the covering layer due to relatively low parameters of the covering layer, and the rock mass inversion parameters cannot be accurately obtained, the influence of sliding damage of the side slope in the covering layer all the time needs to be eliminated, so that the side slope shear strength inversion parameters are more accurate and reasonable.
Disclosure of Invention
The invention provides a slope shear strength parameter inversion analysis method based on equivalent soil pressure action, which solves the problem that when the parameters of a slope rock mass with a covering layer are inverted, the parameters of the covering layer are relatively low, so that a sliding surface is always in the covering layer, and rock mass inversion parameters cannot be accurately obtained.
The technical problem solved by the invention can be realized by adopting the following technical scheme:
a slope shear strength parameter inversion analysis method based on equivalent soil pressure action comprises the following steps:
the first step, collecting the site data to obtain the initial rock mass material parameters, the site rock mass test data and the monitoring data,
the rock mass test data comprises data of a sliding surface, a sliding resistance section, a structural plane, a class III rock mass, a weak zone rock mass and a covering layer,
the monitoring data comprises deformation and stress of typical positions of the side slope;
the second step is that: establishing a numerical calculation model based on the field crack development condition, the rock material difference and the data obtained in the first step;
the third step: performing inversion analysis, namely calculating an initial stress field under the action of the self weight of the soil according to the numerical calculation model in the second step; performing inversion analysis on the rock mass shear strength parameters through the initial stress field to obtain initial parameters of the rock mass shear strength parameters c and the internal friction angle phi value through a strength reduction method;
the fourth step: performing secondary inversion analysis, namely performing inversion analysis on the shear strength parameters c and phi of the rock mass again to obtain inversion parameters of the shear strength parameters c and the internal friction angle phi of the rock mass under the action of the slope stress field and the initial ground stress field;
the fifth step: correcting the initial parameters by the inversion parameters obtained in the fourth step to obtain the shear strength parameters, namely cohesion c and internal friction angle phi of the rock mass;
and a sixth step: and (4) carrying out the value of the safety factor in the slope stability calculation of the stability of the rock mass engineering by using the shear strength parameter cohesive force c and the internal friction angle phi of the rock mass obtained in the fifth step, and determining whether the slope stability meets the requirement or not according to the value of the safety factor.
And secondly, establishing the numerical calculation model through UDEC software, simulating the influence of the discontinuous structure on the side slope to obtain an analysis result of the side slope, and calculating the stress field under the action of the analysis result and the self weight.
And secondly, calculating the weight of the soil body according to the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N;
rho is the density of the material in kg/m 3 ；
V is the volume of soil body and the unit is m 3 ；
g is the local acceleration of gravity, g =9.81N/kg.
And thirdly, in order to eliminate the influence of sliding damage of the slope in the covering layer all the time during inversion analysis, the slope pressing effect is considered as equivalent soil pressure which is divided into lateral soil pressure and soil self-weight.
The horizontal action of the equivalent soil pressure adopts a Coulomb soil pressure theory, the lateral soil pressure of the soil body is calculated based on an active soil pressure formula, and the Coulomb soil pressure is calculated by the following formula:
in the formula: e a -active earth pressure;
K a -coulomb active earth pressure coefficient;
h is the height of the retaining wall,
gamma-degree of filling behind wall, kN/m 3 ；
Phi is the internal friction angle of the filling behind the wall;
alpha is the inclination angle of the wall back, and the inclination takes a positive sign, and the inclination is a negative sign;
beta-the inclination of the rear filling surface of the wall;
delta-the angle of friction of the soil against the back of the retaining wall.
And in the second step, the covering layer is not considered in the establishment of the numerical calculation model, the vertical and lateral effects of the covering layer on the side slope are simulated on the boundary of the side slope by using equivalent soil pressure, and then the shear strength parameter cohesive force c and the internal friction angle phi of the rock mass are inverted again.
The vertical action of the equivalent soil pressure is applied to the boundary of the coverage layer range of the side slope according to the self weight of the soil body. The soil mass weight is calculated by the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N;
rho is the density of the material in kg/m 3 ；
V is the volume of soil body and the unit is m 3 ；
g is the local acceleration of gravity, g =9.81N/kg.
And performing inversion analysis by directly reversing the intensity reduction method to obtain the c value of the cohesive force of the shear strength parameter and the phi value of the internal friction angle.
The beneficial effects of the invention are: in the inversion analysis of the parameters of the side slope with the covering layer, the slope pressing effect of the covering layer is considered, the problem that the inversion parameters of the rock mass cannot be obtained because the sliding surface is always in the covering layer due to relatively low parameters of the covering layer is solved, and the shear strength parameters of the inverted rock mass can be obtained more accurately and reasonably.
Drawings
The invention is further illustrated by the following examples in conjunction with the drawings.
FIG. 1 is a coulomb active earth pressure calculation chart of the present invention;
FIG. 2 is a slope calculation model according to an embodiment of the invention;
FIG. 3 is a displacement vector diagram of a slope with a covering layer according to an embodiment of the invention;
FIG. 4 is a vector diagram of slope displacement without an overlay layer according to an embodiment of the present invention.
Detailed Description
Example 1:
referring to fig. 1 to 4, which are schematic structural diagrams of embodiment 1 of the present invention, a method for inverse analysis of a slope shear strength parameter based on an equivalent soil pressure effect includes the following steps:
firstly, collecting field data to obtain initial rock mass material parameters, field rock mass test data and monitoring data, wherein the rock mass material parameters comprise density, poisson's ratio, elastic modulus, tensile strength and compressive strength of a rock mass, the rock mass test data comprise data of a sliding surface, a slip-resistant section, a structural plane, a class III rock mass, a weak belt rock mass and a covering layer, and the monitoring data comprise deformation and stress of a side slope position;
the second step is that: establishing a numerical calculation model based on the field crack development condition, the rock material difference and the data obtained in the first step;
the third step: performing inversion analysis, namely calculating an initial stress field under the action of the soil dead weight according to the numerical calculation model in the second step, and performing rock mass shear strength parameter inversion analysis through the initial stress field to obtain initial parameters of a rock mass shear strength parameter c and an internal friction angle phi value through a strength reduction method;
the fourth step: performing secondary inversion analysis, comparing a slope stress field and an initial ground stress field under the action of equivalent soil pressure, and performing inversion analysis on the shear strength parameters c and the phi value of the rock mass again to obtain inversion parameters of the shear strength parameters c and the internal friction angle phi value of the rock mass;
the fifth step: and correcting the initial parameters by the inversion parameters obtained in the fourth step to obtain the shearing strength parameters, namely cohesion c and internal friction angle phi of the rock mass.
And a sixth step: and (4) carrying out the value of the safety coefficient in the stability slope-fold stability calculation of the rock mass engineering by using the shear strength parameter cohesive force c and the internal friction angle phi of the rock mass obtained in the fifth step, and determining whether the slope stability meets the requirement or not according to the value of the safety coefficient.
Example 2
Referring to fig. 1 to 4, which are schematic structural diagrams of embodiment 2 of the present invention, a method for inverse analysis of a slope shear strength parameter based on an equivalent soil pressure effect includes the following steps:
firstly, collecting field data to obtain initial rock mass material parameters, field rock mass test data and monitoring data, wherein the rock mass material parameters comprise density, poisson's ratio, elastic modulus, tensile strength and compressive strength of a rock mass, the rock mass test data comprise data of a sliding surface, a slip-resistant section, a structural plane, a class III rock mass, a weak belt rock mass and a covering layer, and the monitoring data comprise deformation and stress of a side slope position;
the second step is that: establishing a numerical calculation model, establishing the numerical calculation model based on the field crack development condition, the rock material difference and collected field data, obtaining data, establishing the numerical calculation model through UDEC software, simulating the influence of a discontinuous structure on a side slope to obtain an analysis result of the side slope, calculating an initial stress field under the action of the analysis result and self weight, not considering a covering layer in the numerical calculation model, simulating the vertical and lateral actions of the covering layer on the side slope by using equivalent soil pressure on the boundary of the side slope, and further performing inversion on the shear strength parameter cohesive force c and the internal friction angle phi of a rock body again;
the UDEC software has the advantages that the influence of the discontinuous structure on the side slope is simulated to obtain the safety and stability analysis result of the side slope; the UDEC software is prior art.
Rock mass shear strength parameters which play a key role in slope stability can be obtained without considering the covering layer in the establishment of the numerical calculation model.
The third step: in order to eliminate the influence of sliding damage of the side slope in the covering layer all the time, the slope pressing effect is considered to be equivalent soil pressure which is divided into lateral soil pressure and soil body dead weight, the horizontal effect of the equivalent soil pressure adopts the coulomb soil pressure theory, the lateral soil pressure of the soil body is calculated based on an active soil pressure formula, and the coulomb active soil pressure is calculated by the following formula:
in the formula: e a -coulomb active earth pressure;
K a -coulomb active earth pressure coefficient;
h-the height of the retaining wall,
Gamma-Severe filling after wall, kN/m 3 ；
Phi is the internal friction angle of the filling behind the wall;
alpha is the inclination angle of the wall back, and the inclination takes a positive sign, and the inclination is a negative sign;
beta-the inclination of the rear filling surface of the wall;
delta is the friction angle of the soil to the back of the retaining wall.
Calculating an initial stress field under the action of a numerical calculation model and the self weight of soil, performing rock shear strength parameter inversion analysis through the initial stress field to obtain initial parameters of a rock shear strength parameter c and an internal friction angle phi value through a strength reduction method, wherein the weight of the soil body is calculated by the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N;
rho is the density of the material in kg/m 3 ；
V is the volume of soil body and the unit is m 3 ；
g is local gravitational acceleration, g =9.81N/kg;
the slope pressing effect is considered as the advantage of equivalent soil pressure, which avoids that only the parameters of a covering layer can be obtained by using a strength reduction method and the shear strength parameters of a rock body cannot be inverted.
The fourth step: performing secondary inversion analysis, comparing the slope stress field and the initial ground stress field under the action of equivalent soil pressure, and performing inversion analysis on the shear strength parameter c and the phi value of the rock mass again to obtain the inversion parameters of the shear strength parameter c and the internal friction angle phi value of the rock mass;
and during secondary inversion analysis, comparing the slope stress field and the initial ground stress field under the action of equivalent soil pressure, and inverting the shear strength parameters c and phi of the rock mass again to obtain the compared standard values. And the advantages of contrast. The stress of the initial ground stress field obtained by establishing the covering layer in the model is used as a standard value, and the advantage is that the stress field obtained under the action of the equivalent soil pressure is judged to be accurate and reasonable.
The fifth step: and correcting the initial parameters by the inversion parameters obtained in the fourth step to obtain the shearing strength parameters, namely cohesion c and internal friction angle phi of the rock mass.
And a sixth step: and (4) carrying out the value of the safety coefficient in the stability slope fold stability calculation of the rock mass engineering stability by using the shear strength parameter cohesive force c and the internal friction angle phi of the rock mass obtained in the fifth step. And determining whether the side slope needs to be reinforced or not according to the safety factor value.
And performing inversion analysis by using a strength reduction method directly and reversely to obtain a shear strength parameter cohesive force c value and an internal friction angle phi value.
And (3) intensity reduction method:
and strength reduction, namely, gradually reducing the strength parameters (cohesive force and internal friction angle) of the slope rock-soil body in numerical calculation until the structure reaches a limit state, wherein the ratio of the strength parameter value of the rock-soil body to the strength parameter value corresponding to the limit state is a required safety factor, and meanwhile, the position of the potential damage sliding surface can be obtained according to the elastoplasticity calculation result.
The intensity reduction calculation process can be described as: for the stable slope, firstly, the reduction coefficient F is selected trial Respectively carrying out reduction on the rock-soil body strength parameters cohesive force and internal friction angle according to the formula (1) and the formula (2), then adopting a proper rock-soil body yield criterion to carry out nonlinear numerical calculation on the side slope, and if the calculation is converged, increasing the reduction coefficient F trial Repeatedly calculating the stability of the side slope until meeting the instability criterion, wherein the reduction coefficient F is obtained trial I.e. the safety factor F of the side slope s 。
Shear strength parameter cohesive force c and internal friction angle of rock mass
Is a basic parameter in the stability calculation of rock mass engineering. The rock mass is composed of rock blocks and joints of various shapes. It is used to refer to all discontinuous structural planes, including complex geologic bodies composed of joints, faults, laminas and other weak planes, and its mechanical properties are controlled by the properties of rock material and joints.
Example 3:
as shown in fig. 1, a practical application of a slope shear strength parameter inversion analysis method based on equivalent soil pressure effect is as follows: providing initial rock mass material parameters based on engineering site rock mass test data and monitoring data, such as initial parameters in table 1;
establishing a numerical calculation model by considering the main structural plane and the rock layer boundary based on the field crack development condition and the rock material difference, as shown in figure 2;
calculating an initial ground stress field under the action of self weight, and performing inversion analysis on rock mass shear strength parameters by adopting a strength reduction method, wherein even if the shear strength parameters of the covering layer are raised to a higher level, the slope damage position is still in the covering layer, and the safety coefficient is less than a critical value 1;
the location of the slip face is the most dangerous location of the slope due to the presence of tensile cracks at the slip face at the trailing edge of the slope. In order to eliminate the influence of sliding damage inside a covering layer all the time in the calculation of a slope integral model, as shown in fig. 3, the slope pressing effect of the slope pressing model is considered as equivalent soil pressure which is divided into two parts of lateral soil pressure and soil self-weight, as shown in fig. 4;
the vertical action of equivalent soil pressure is applied to the boundary of the coverage layer range of the side slope according to the self weight of the soil body. The soil mass weight is calculated by the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N; rho is the density of the material in kg/m 3 (ii) a V is the volume of soil body and the unit is m 3 (ii) a g is the local acceleration of gravity, g =9.81N/kg.
The equivalent soil pressure horizontal effect adopts the Coulomb soil pressure theory, and the lateral pressure of the soil body is calculated based on an active soil pressure formula.
Comparing the slope stress field under the action of equivalent soil pressure with the initial ground stress field, inverting the shear strength parameter of the rock mass again, wherein as shown in fig. 4, the slope safety coefficient reaches a critical value of 1, and the failure surface is on the slip fracture surface, so that the actual condition that the pull fracture occurs on the rear edge of the on-site slope is met. The inversion parameters are as in table 1.
TABLE 1 initial parameters and inversion parameters
While the embodiments of the present invention have been described in detail with reference to the drawings, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and the scope of the present invention is within the scope of the claims.
Claims (8)
1. The side slope shear strength parameter inversion analysis method based on the equivalent soil pressure action is characterized by comprising the following steps of:
collecting field data to obtain initial rock mass material parameters, field rock mass test data and monitoring data, wherein the rock mass material parameters comprise density, poisson's ratio, elastic modulus, tensile strength and compressive strength of a rock mass, the rock mass test data comprise data of a sliding surface, a slip-resistant section, a structural plane, a class III rock mass, a weak zone rock mass and a covering layer, and the monitoring data comprise deformation and stress of a side slope position;
the second step: establishing a numerical calculation model based on the field crack development condition, the rock material difference and the data obtained in the first step;
the third step: performing inversion analysis, namely calculating an initial stress field under the action of the soil dead weight according to the numerical calculation model in the second step, and performing rock mass shear strength parameter inversion analysis through the initial stress field to obtain initial parameters of a rock mass shear strength parameter c and an internal friction angle phi value through a strength reduction method;
the fourth step: performing secondary inversion analysis, comparing a slope stress field and an initial ground stress field under the action of equivalent soil pressure, and performing inversion analysis on the shear strength parameters c and the phi value of the rock mass again to obtain inversion parameters of the shear strength parameters c and the internal friction angle phi value of the rock mass;
the fifth step: and correcting the initial parameters by the inversion parameters obtained in the fourth step to obtain the shear strength parameters, namely cohesion c and internal friction angle phi of the rock mass.
And a sixth step: and (4) carrying out the value of the safety factor in the slope stability calculation of the stability of the rock mass engineering by using the shear strength parameter cohesive force c and the internal friction angle phi of the rock mass obtained in the fifth step, and determining whether the slope stability meets the requirement or not according to the value of the safety factor.
2. The inverse analysis method for the slope shear strength parameter based on the equivalent soil pressure action as claimed in claim 1, wherein: and secondly, establishing the numerical calculation model through UDEC software, simulating the influence of the discontinuous structure on the side slope to obtain the analysis result of the side slope, and calculating the initial stress field under the action of the analysis result and the self-weight.
3. The inverse analysis method for the slope shear strength parameter based on the equivalent soil pressure action as claimed in claim 1, wherein: thirdly, calculating the weight of the soil body according to the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N;
rho is the density of the material in kg/m 3 ；
V is the volume of soil body and the unit is m 3 ；
g is local gravitational acceleration, g =9.81N/kg.
4. The inverse analysis method for the side slope shear strength parameters based on the action of equivalent soil pressure as claimed in claim 1, characterized in that: and thirdly, in order to eliminate the influence of sliding damage of the slope in the covering layer all the time during inversion analysis, the slope pressing effect is considered as equivalent soil pressure which is divided into lateral soil pressure and soil self-weight.
5. The inverse analysis method for the slope shear strength parameter based on the equivalent soil pressure action as claimed in claim 4, wherein: the horizontal action of the equivalent soil pressure adopts a coulomb soil pressure theory, the lateral soil pressure of the soil body is calculated based on an active soil pressure formula, and the coulomb active soil pressure is calculated according to the following formula:
in the formula: e a -coulomb active earth pressure;
K a -coulomb active earth pressure coefficient;
h is the height of the retaining wall,
Gamma-Severe filling after wall, kN/m 3 ；
Phi is the internal friction angle of the filling behind the wall;
alpha is the inclination angle of the wall back, and the inclination takes a positive sign, and the inclination is a negative sign;
beta is the inclination angle of the back filling surface of the wall;
delta is the friction angle of the soil to the back of the retaining wall.
6. The inverse analysis method for the slope shear strength parameter based on the equivalent soil pressure action as claimed in claim 1, wherein: and fourthly, the covering layer is not considered in the establishment of the numerical calculation model, the vertical and lateral effects of the covering layer on the slope are simulated by equivalent soil pressure on the boundary of the slope, and then the shear strength parameter cohesive force c and the internal friction angle phi of the rock are inverted again.
7. The inverse analysis method for the slope shear strength parameter based on the equivalent soil pressure action as claimed in claim 5, wherein: the vertical action of the equivalent soil pressure is exerted on the boundary of the coverage layer range of the side slope according to the self weight of the soil body, and the weight of the soil body is calculated by the following formula:
G＝ρVg
wherein G is the weight of the soil body and the unit is N;
rho is the density of the material in kg/m 3 ；
V is the volume of soil body and the unit is m 3 ；
g is local gravitational acceleration, g =9.81N/kg.
8. The inverse analysis method for the side slope shear strength parameters based on the action of equivalent soil pressure as claimed in claim 1, characterized in that: and performing inversion analysis by directly performing inversion analysis by using a strength reduction method to obtain a shearing strength parameter cohesive force c value and an internal friction angle phi value.
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| CN109726444A (en) * | 2018-12-07 | 2019-05-07 | 青岛理工大学 | Inversion determination method for rainfall type landslide shear strength parameter |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107169271A (en) * | 2017-04-26 | 2017-09-15 | 中国地质大学（武汉） | A kind of stability dynamic evaluation method of strain softening side slope |
| CN109726444A (en) * | 2018-12-07 | 2019-05-07 | 青岛理工大学 | Inversion determination method for rainfall type landslide shear strength parameter |
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| Title |
|---|
| 考虑边坡不同演化阶段的岩土体抗剪强度参数反分析;龙赛琼等;《水利与建筑工程学报》;20200215(第01期);全文 * |
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