CN110261573B - Dynamic evaluation method for stability of high-position rocky landslide - Google Patents
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Abstract
The invention relates to a high-order rock landslide stability dynamic numerical evaluation method, which comprises the following steps: s1, establishing a soil gas-liquid-solid multi-field coupling sub-model; s2, establishing a viscoelastic-plastic model of soil body gas-liquid-solid multi-field coupling; s3, establishing a nonlinear variable damage mechanical model; s4, establishing a gas-liquid-solid-rheological damage multi-field coupling model; s5, obtaining the maximum displacement of the landslide, and calculating the high-position rock landslide safety coefficient under the fluid-solid coupling effect; s6, dynamically evaluating the stability of the high rock landslide: firstly, safety judgment is carried out, and then stability judgment is carried out. Compared with the prior art, the gas-liquid-solid-rheological damage multi-field coupling model established by the method is more suitable for the actual situation of high-position rock landslide, combines the dynamic maximum displacement of the landslide and the landslide safety coefficient, and is beneficial to accurately and effectively evaluating the landslide stability in time after rainfall.
Description
Technical Field
The invention relates to the field of rock landslide and slope engineering, in particular to a high-order rock landslide stability dynamic evaluation method.
Background
The high-position rocky landslide has the characteristics of high disaster identification difficulty, extremely high concealment and outbreak suddenness of inoculation, peculiar disaster forming mode, extremely high harmfulness and high disaster prevention and reduction difficulty. In recent decades, with the reduction of the weather recurrence period such as extreme heavy rainfall, the tendency of extra-large disasters caused by high-position rocky landslides in China is gradually increased, and in China, high-position rocky landslides such as 24-day rural landslides in 6 months in 2017, 24-day rural landslides in 24 days, tunneling-Changshu-village landslides in 9 months in 2016, river-Wuli-slope landslides in 7 months and 10 days in 2013, 27-day birch-mountain landslides in 2010, 28-day guan-mountain torres in 6 months in 2010, 5-day Longglong-Jiwei-mountain landslides in 6 months in 2009 and the like all cause a great amount of casualties and huge property loss.
Due to the diversity and complexity of high-position rock landslide rock-soil body media, the vegetation condition on the slope, the type and thickness of a shallow surface soil body of the landslide body, the rock body type in the landslide body, the development condition, the opening degree and the filling condition of a structural surface and a crack in the rock body, the type, the porosity, the water content, the thickness and the spatial distribution arrangement of a weak structural surface or a weak interlayer soil body, the physical mechanical property, the permeability and the rheological property of the rock-soil body in the slope can also have obvious difference, so that the stability of the landslide is difficult to determine in the actual engineering.
Therefore, scholars at home and abroad carry out a great deal of related research work: on one hand, the research on the stability of the rock slope comprises the steps of researching the stability of the jointed rock slope by adopting a finite element and discrete element coupling method of a random structural surface and an elastic-plastic finite element or finite difference strength reduction method based on fracture mechanics and interface elements; the influence of fracture seepage on the stability of the rock slope is researched by adopting a fluid-solid coupled DDA method; dynamically evaluating the stability of the soft rock slope by adopting a finite difference method based on a western original creep model; establishing an equivalent rheological damage model of the jointed rock mass to evaluate the stability of the unloading slope; researching the deformation and damage of the silicious claystone forward slope by adopting a discrete element and Burgers creep model; establishing a two-dimensional fluid-solid coupling seepage model to analyze the stability of the mud-rock interlayer detritus rock slope under different rainfall conditions;
on the other hand, the stability of the high-position rock landslide is evaluated by applying a key block control theory, a fracture mechanics theory and a hydromechanics theory, combining a strip method, an engineering geomechanical method, a thrust transfer coefficient method, a surface deformation sign and structural surface geomechanical comprehensive analysis method and adopting a red-flat projection method, a wedge vector analysis method, an analytic method based on a soft foundation effect, a rigid body limit balance method, a resistance body decomposition method, a discrete element method, a finite difference method, a finite element method, a one-dimensional dynamic viscoplasticity method and the like.
However, the current research rarely involves dynamic evaluation of the stability of the high-position rock landslide, lacks multi-physical-field coupling analysis of the landslide, and cannot guarantee the accuracy of the evaluation of the stability of the high-position rock landslide.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a dynamic evaluation method for the stability of high-position rock landslide.
The purpose of the invention can be realized by the following technical scheme: a high-order rock landslide stability dynamic numerical evaluation method comprises the following steps:
s1, obtaining a permeability coefficient and a suction force calculation parameter through a soil unsaturated/saturated soil permeability test, and establishing a soil gas-liquid-solid multi-field coupling sub-model;
s2, establishing a viscoelastic-plastic model of soil gas-liquid-solid multi-field coupling by a soil unsaturated/saturated soil triaxial rheological test and applying unsaturated soil mechanics, a general effective stress theory of saturated-unsaturated soil, a rheological principle of rock-soil mechanics, rheological damage mechanics and a multi-field coupling theory;
s3, establishing a nonlinear variable damage mechanical model according to the soil gas-liquid-solid multi-field coupling sub-model and the viscoelastic-plastic model;
s4, embedding the soil gas-liquid-solid multi-field coupling sub-model, the viscoelastic-plastic model and the nonlinear variable damage mechanics model into an ABAQUS finite element and discrete element coupling numerical analysis platform, and establishing a gas-liquid-solid-rheological damage multi-field coupling model;
s5, acquiring the maximum displacement of the landslide based on the gas-liquid-solid-rheological damage multi-field coupling model, and calculating the high-position rock landslide safety coefficient under the fluid-solid coupling effect by adopting a fluid-solid coupling numerical value flow element method and a three-dimensional viscoelastic-plastic finite element intensity reduction method;
s6, dynamically evaluating the stability of the high rock landslide: judging whether the high-position rock landslide is safe or not according to the maximum landslide displacement and the landslide safety coefficient, and judging whether the high-position rock landslide is stable or not according to the quantity of safe and unsafe results, wherein if the maximum landslide displacement is smaller than or equal to a first preset threshold value, and the landslide safety coefficient is larger than or equal to a second preset threshold value, the high-position rock landslide is judged to be safe, otherwise, the high-position rock landslide is judged to be unsafe;
and finally judging that the high-order rock landslide is stable if the number of the results judged to be safe is more than or equal to M times of the number of the results judged to be unsafe, otherwise, judging that the high-order rock landslide is unstable, wherein M is more than or equal to 3 and less than or equal to 5.
Preferably, the specific process of establishing the soil gas-liquid-solid multi-field coupling sub-model in step S1 is as follows:
s11, obtaining a permeability coefficient and a suction force calculation parameter through a non-saturated/saturated soil permeability test of high-position rock landslide surface soil and a sliding belt soil body;
s12, according to the momentum balance equation and the energy balance equation of the rock-soil mass and the momentum, mass and energy conservation law of continuous medium mechanics, the phase change of water and gas, the gas solubility in liquid, the water transfer and expansion are considered at the same time, and the multi-field coupling mathematical model of the gas field, the seepage field, the stress field and the deformation field of the soil mass is established by taking the solid displacement, the capillary pressure, the pore water pressure, the pore air pressure (dry air pressure, steam pressure and the like) and the porosity as unknown variables.
Preferably, the viscoelastic-plastic model in step S2 is a viscoelastic-plastic model of clay or clay containing crushed stone, which takes into account multi-field coupling of an air field, a seepage field, a stress field and a deformation field.
Preferably, the nonlinear damage mechanics model in step S3 includes rainfall intensity, rainfall pattern, pore air pressure, soil moisture content, permeability coefficient, matrix suction, shear strength and viscosity variable parameters.
Preferably, the gas-liquid-solid-rheological damage multi-field coupling model in step S4 is specifically a gas-liquid-solid-rheological damage multi-field coupling model with variable viscosity, and the variable viscosity changes correspondingly with the difference of shear stress, water content and time.
Preferably, the fluid-solid coupling numerical value flow element method in step S5 considers rainfall infiltration, joint crack opening change and crack propagation.
Preferably, the step S5 specifically includes the following steps:
s51, obtaining fitting constants E and eta according to the test data through the triaxial rheological test of the step S2 to establish a rheological model of the weak interlayer rock-soil mass:
in the formula, Δ εcrFor creep increase, E is the modulus of elasticity, Δ t is the time increase, η is the viscosity coefficient,
to be the strain rate, σ is the shear stress,
Δ σ is the shear stress increment, which is the partial derivative of the strain rate versus shear stress.
S52, based on the rheological model of the step S51, adopting a three-dimensional viscoelastoplastic finite element strength reduction method to resist shear strength indexes C and C
Performing intensity reduction calculation to obtain a reduced corresponding virtual shear strength index CFAnd
CF＝C/FS
wherein C is the cohesive force of rock-soil mass,
is the internal friction angle of the rock-soil mass, FSShear strength index C and
the reduction factor of (c).
S53, using the virtual shear strength index CFAnd
substituted shear strength index C and
virtual shear strength index C of each time step by ABAQUS softwareFAnd
calculating the stability of the finite element, and continuously reducing until the stability of the finite element is not converged, wherein the reduction coefficient F isSNamely the landslide safety factor.
Preferably, the values of the shear stress and the shear stress increment in step S51 are iteratively determined by finite element stability calculation.
Preferably, the step S6 specifically includes the following steps:
s61, safety evaluation was performed every T hours for N days after rainfall: if the maximum displacement of the landslide is smaller than or equal to a first preset threshold value and the landslide safety coefficient is larger than or equal to a second preset threshold value, judging the high-position rock landslide to be safe, otherwise, judging the high-position rock landslide to be unsafe, and obtaining A results judged to be safe and B results judged to be unsafe, wherein N is 5, and T is 1;
and S62, if A is larger than or equal to B M, judging the high rock landslide to be stable, otherwise, judging the high rock landslide to be unstable, wherein M is 4.
Compared with the prior art, the invention has the following advantages:
firstly, the dynamic evaluation of the stability of the high-position rock landslide is carried out after rainfall by establishing a gas-liquid-solid-rheological damage multi-field coupling model and combining the dynamic maximum displacement of the landslide and the landslide safety coefficient, so that the evaluation result of the method is more accurate and effective, and powerful data reference is provided for predicting the occurrence of landslide disasters.
The invention establishes the variable viscosity gas-liquid-solid-rheological damage multi-field coupling model, and the reliability of the multi-physical-field coupling model is ensured because the variable viscosity changes along with the shearing stress, the water content and the time.
And thirdly, the multi-physical-field coupling model comprises a nonlinear rheological damage model fused with variables such as rainfall intensity, rainfall type, pore air pressure, soil water content, permeability coefficient, matrix suction, shear strength, viscosity and the like, is more suitable for the actual situation of the high-order rock landslide, and is beneficial to evaluating the stability of the landslide in time after rainfall.
Drawings
FIG. 1 is a schematic flow diagram of the process of the present invention;
fig. 2 is a schematic view of a dynamic evaluation flow of the embodiment.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
The invention is subsidized by a capital project (U1765110) of Yajianjiang united fund project (U1765110) of the national science foundation committee-Yajianjiang basin hydropower development Limited company and a capital project (22120180312) of basic scientific research service charge of Central colleges, as shown in figure 1, a dynamic evaluation method for stability of high-grade rock landslide comprises the following steps:
s1, obtaining a permeability coefficient and a suction force calculation parameter through a soil unsaturated/saturated soil permeability test, and establishing a soil gas-liquid-solid multi-field coupling sub-model;
s2, establishing a viscoelastic-plastic model of soil gas-liquid-solid multi-field coupling by a soil unsaturated/saturated soil triaxial rheological test and applying unsaturated soil mechanics, a general effective stress theory of saturated-unsaturated soil, a rheological principle of rock-soil mechanics, rheological damage mechanics and a multi-field coupling theory;
s3, establishing a nonlinear variable damage mechanical model according to the soil gas-liquid-solid multi-field coupling sub-model and the viscoelastic-plastic model;
s4, embedding the soil gas-liquid-solid multi-field coupling sub-model, the viscoelastic-plastic model and the nonlinear variable damage mechanics model into an ABAQUS finite element and discrete element coupling numerical analysis platform, and establishing a gas-liquid-solid-rheological damage multi-field coupling model;
s5, acquiring the maximum displacement of the landslide based on the gas-liquid-solid-rheological damage multi-field coupling model, and calculating the high-position rock landslide safety coefficient under the fluid-solid coupling effect by adopting a fluid-solid coupling numerical value flow element method and a three-dimensional viscoelastic-plastic finite element intensity reduction method;
s6, dynamically evaluating the stability of the high rock landslide: judging whether the high-position rock landslide is safe or not according to the maximum landslide displacement and the landslide safety coefficient, and judging whether the high-position rock landslide is stable or not according to the quantity of safe and unsafe results, wherein if the maximum landslide displacement is less than or equal to a first preset threshold value, and the landslide safety coefficient is greater than or equal to a second preset threshold value, the high-position rock landslide is judged to be safe, otherwise, the high-position rock landslide is judged to be unsafe;
and finally judging that the high-order rock landslide is stable if the number of the results judged to be safe is more than or equal to M times of the number of the results judged to be unsafe, otherwise, judging that the high-order rock landslide is unstable, wherein M is more than or equal to 3 and less than or equal to 5.
Wherein, step S1 includes:
s11, obtaining a permeability coefficient and a suction force calculation parameter through a non-saturated/saturated soil permeability test of high-position rock landslide surface soil and a sliding belt soil body;
s12, according to the momentum balance equation and the energy balance equation of the rock-soil mass and the momentum, mass and energy conservation law of continuous medium mechanics, the phase change of water and gas, the gas solubility in liquid, the water transfer and expansion are considered at the same time, and the multi-field coupling mathematical model of the gas field, the seepage field, the stress field and the deformation field of the soil mass is established by taking the solid displacement, the capillary pressure, the pore water pressure, the pore air pressure (dry air pressure, steam pressure and the like) and the porosity as unknown variables.
Step S2 includes: a viscoelastic-plastic model of cohesive soil or cohesive soil containing broken stones is established by applying unsaturated soil mechanics, a general effective stress theory of saturated-unsaturated soil, a rheological principle of geotechnical mechanics, rheological damage mechanics and a multi-field coupling theory, wherein the multi-field coupling of an air field, a seepage field, a stress field and a deformation field is considered.
Step S3 includes: and fusing the nonlinear rheological damage of rainfall intensity, rainfall type, pore air pressure, soil water content, permeability coefficient, matrix suction, shear strength and viscosity variable to establish a nonlinear rheological damage mechanical model.
Step S4 includes: embedding the models established in the steps S1, S2 and S3 on an ABAQUS finite element and discrete element coupling numerical analysis platform to establish a gas-liquid-solid-rheological damage multi-field coupling model with variable viscosity (the viscosity changes along with shear stress, water content and time).
In the step S5, the fluid-solid coupling numerical value flow element method considers rainfall infiltration, joint crack opening change and crack propagation.
The concrete process of calculating the landslide safety coefficient in the step S5 is as follows:
s51, obtaining fitting constants E and eta according to the test data through the triaxial rheological test of the step S2 to establish a rheological model of the weak interlayer rock-soil mass:
in the formula, Δ εcrFor creep increase, E is the modulus of elasticity, Δ t is the time increase, η is the viscosity coefficient,
to be the strain rate, σ is the shear stress,
for the partial derivative of strain rate versus shear stress, Δ σ is the shear stress delta, and the values of shear stress and shear stress delta are determined iteratively by finite element stability calculations, E — 2.36995GPa and η — 61.43937GPa · d in this example.
S52, based on the rheological model of the step S51, adopting a three-dimensional viscoelastoplastic finite element strength reduction method to resist shear strength indexes C and C
Performing intensity reduction calculation to obtain the corresponding value after reductionVirtual shear strength index CFAnd
CF＝C/FS
wherein C is the cohesive force of rock-soil mass,
is the internal friction angle of the rock-soil mass, FSShear strength index C and
the reduction factor of (c).
S53, using the virtual shear strength index CFAnd
substituted shear strength index C and
virtual shear strength index C of each time step by ABAQUS softwareFAnd
calculating the stability of the finite element, and continuously reducing until the stability of the finite element is not converged, wherein the reduction coefficient F isSNamely the landslide safety factor.
Step S6 includes: and dynamically evaluating the stability of the high-grade rock landslide according to the gas-liquid-solid-rheological damage multi-field coupling model established in the step S4 and the landslide safety coefficient obtained in the step S5. In this embodiment, the safety evaluation is performed every 1 hour 5 days after rainfall and rain, and the landslide stability determination is performed according to the safety evaluation result, as shown in fig. 2, the specific dynamic evaluation process of this embodiment is:
s61, safety evaluation was performed every 1 hour at 5 days after rainfall: when the maximum displacement of the landslide is less than or equal to 0.3m and the landslide safety coefficient is more than or equal to 1.05, judging the landslide to be safe, and judging the landslide to be unsafe, thereby obtaining 5 × 24-120 evaluation results which comprise A results judged to be safe and B results judged to be unsafe;
and S62, judging whether A is more than or equal to B4, if so, judging that the high rock landslide is stable, otherwise, judging that the high rock landslide is unstable.
Claims (8)
1. A high-order rock landslide stability dynamic numerical evaluation method is characterized by comprising the following steps:
s1, obtaining a permeability coefficient and a suction force calculation parameter through a soil unsaturated/saturated soil permeability test, and establishing a soil gas-liquid-solid multi-field coupling sub-model;
s2, establishing a viscoelastic-plastic model of soil gas-liquid-solid multi-field coupling by a soil unsaturated/saturated soil triaxial rheological test and applying unsaturated soil mechanics, a general effective stress theory of saturated-unsaturated soil, a rheological principle of rock-soil mechanics, rheological damage mechanics and a multi-field coupling theory;
s3, establishing a nonlinear variable damage mechanical model according to the soil gas-liquid-solid multi-field coupling sub-model and the viscoelastic-plastic model;
s4, embedding the soil gas-liquid-solid multi-field coupling sub-model, the viscoelastic-plastic model and the nonlinear variable damage mechanics model into an ABAQUS finite element and discrete element coupling numerical analysis platform, and establishing a gas-liquid-solid-rheological damage multi-field coupling model;
s5, acquiring the maximum displacement of the landslide based on the gas-liquid-solid-rheological damage multi-field coupling model, and calculating the high-position rock landslide safety coefficient under the fluid-solid coupling effect by adopting a fluid-solid coupling numerical value flow element method and a three-dimensional viscoelastic-plastic finite element intensity reduction method;
s6, dynamically evaluating the stability of the high rock landslide: judging whether the high-position rock landslide is safe or not according to the maximum landslide displacement and the landslide safety coefficient, and judging whether the high-position rock landslide is stable or not according to the quantity of safe and unsafe results, wherein if the maximum landslide displacement is less than or equal to a first preset threshold value, and the landslide safety coefficient is greater than or equal to a second preset threshold value, the high-position rock landslide is judged to be safe, otherwise, the high-position rock landslide is judged to be unsafe;
and finally judging that the high-order rock landslide is stable if the number of the results judged to be safe is more than or equal to M times of the number of the results judged to be unsafe, otherwise, judging that the high-order rock landslide is unstable, wherein M is more than or equal to 3 and less than or equal to 5.
2. The method for evaluating the dynamic numerical value of the stability of the high-order rocky landslide according to claim 1, wherein the specific process of establishing the soil gas-liquid-solid multi-field coupling submodel in the step S1 is as follows:
s11, obtaining a permeability coefficient and a suction force calculation parameter through a non-saturated/saturated soil permeability test of high-position rock landslide surface soil and a sliding belt soil body;
s12, according to the momentum balance equation and the energy balance equation of the rock-soil mass and the momentum, mass and energy conservation law of continuous medium mechanics, the phase change of water and gas, the gas solubility in liquid, the water transfer and expansion are considered at the same time, and the multi-field coupling mathematical model of the gas field, the seepage field, the stress field and the deformation field of the soil mass is established by taking the solid displacement, the capillary pressure, the pore water pressure, the pore air pressure and the porosity as unknown variables.
3. The method for dynamically evaluating the stability of the high-position rocky landslide according to claim 1, wherein the viscoelastic-plastic model in step S2 is a viscoelastic-plastic model of clay or clay containing crushed stone, which is obtained by multi-field coupling of an air field, a seepage field, a stress field and a deformation field.
4. The method as claimed in claim 1, wherein the nonlinear damage-variable mechanical model in step S3 includes parameters of rainfall intensity, rainfall pattern, pore pressure, soil moisture content, permeability coefficient, matrix suction, shear strength and viscosity.
5. The method for evaluating the dynamic numerical value of the stability of the high rock landslide of claim 1, wherein the gas-liquid-solid-rheological damage multi-field coupling model in the step S4 is a gas-liquid-solid-rheological damage multi-field coupling model with variable viscosity, and the variable viscosity changes correspondingly with different shearing stress, water content and time.
6. The method for dynamically evaluating the stability of the high-order rocky landslide according to claim 1, wherein the fluid-solid coupling numerical flow element method in step S5 takes into account rainfall infiltration, joint fracture opening change and crack propagation.
7. The method for evaluating the dynamic numerical value of the stability of the high rock landslide according to claim 1, wherein the step S5 specifically comprises the steps of:
s51, obtaining fitting constants E and eta according to the test data through the triaxial rheological test of the step S2 to establish a rheological model of the weak interlayer rock-soil mass:
in the formula, Δ εcrFor creep increase, E is the modulus of elasticity, Δ t is the time increase, η is the viscosity coefficient,
to be the strain rate, σ is the shear stress,
is the partial derivative of strain rate to shear stress, Δ σ is the shear stress increment, wherein the values of shear stress σ and shear stress increment Δ σ are iteratively determined by finite element stability calculations;
s52, based on the rheological model of the step S51, adopting three-dimensional limited viscoelastoplasticityReduction of original strength, shear strength index C and
performing intensity reduction calculation to obtain a reduced corresponding virtual shear strength index CFAnd
CF＝C/FS
wherein C is the cohesive force of rock-soil mass,
is the internal friction angle of the rock-soil mass, FSShear strength index C and
the reduction factor of (d);
s53, using the virtual shear strength index CFAnd
substituted shear strength index C and
virtual shear strength index C of each time step by ABAQUS softwareFAnd
calculating the stability of the finite element, and continuously reducing until the stability of the finite element is not converged, wherein the reduction coefficient F isSNamely the landslide safety factor.
8. The method for evaluating the dynamic numerical value of the stability of the high rock landslide according to claim 1, wherein the step S6 specifically comprises the steps of:
s61, safety evaluation was performed every T hours for N days after rainfall: if the maximum displacement of the landslide is smaller than or equal to a first preset threshold value and the landslide safety coefficient is larger than or equal to a second preset threshold value, judging the high-position rock landslide to be safe, otherwise, judging the high-position rock landslide to be unsafe, and obtaining A results judged to be safe and B results judged to be unsafe, wherein N is 5, and T is 1;
and S62, if A is larger than or equal to B M, judging the high rock landslide to be stable, otherwise, judging the high rock landslide to be unstable, wherein M is 4.
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