CN107169271A - A kind of stability dynamic evaluation method of strain softening side slope - Google Patents
A kind of stability dynamic evaluation method of strain softening side slope Download PDFInfo
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Abstract
The invention discloses a kind of stability dynamic evaluation method of strain softening side slope, comprise the following steps：(1) side slope model is set up, and determines that linear strain softens Mohr-Coulomb model parameter；(2) the elastic primary stress field of side slope model is calculated, then calculates the elastic-plastic stress field of side slope model each unit；(3) the plasticity shearing strain value of side slope model each unit is calculated；(4) the shearing strain increment of side slope model is calculated, and obtains the shear strength parameter of corresponding side slope model and the time space distribution of shear strength parameter；(5) the mechanical strength parameter of side slope Rock And Soil carries out assignment, the stability dynamic changing process of analysis of slope model again；(6) Displacements Distribution cloud atlas is exported, and extracts coordinate, and is fitted in statistical analysis software by least square method, final matched curve is the potential water use for reacting side slope to be analyzed.The present invention can obtain the dynamic change situation and the potential water use of side slope of stability coefficient during slope failure.
Description
Technical field
The present invention relates to Geological Engineering technical field, more particularly to a kind of stability dynamic evaluation side of strain softening side slope
Method.
Background technology
All kinds of natures of China and Artificial Side-slope are widely distributed, and the slope geological taken place frequently is caused to society and economic asset
Huge loss.Therefore, the scientific and reasonable evaluation of slope stability has important science and practical significance.The stabilization of side slope
Property quantitative analysis mainly include limit equilibrium method, method for numerical simulation, wherein method for numerical simulation is due to its convenience and accurate
Property is widely applied.
There is the characteristic of strain softening, softening stress-displacement stage Rock And Soil intensive parameter is likely to occur different degrees of weak Rock And Soil more
Change and even strengthen, but still rarely have in terms of progressive disruption of slope research at present and consider grinding for intensive parameter changing pattern behind Rock And Soil peak
Study carefully.Determine side slope in not same order by means such as Strength Reduction Method or limit equilibrium methods in addition, existing numerical simulation study is more
The safety coefficient of section, but strain-softening material may be different in the effect that softening stress-displacement stage intensive parameter is played, and with remaining strong
Lower limit (or upper limit) is spent, Strength Reduction Method is obviously contradicted with this, and limiting equilibrium fado need to carry out cumbersome model, parameter very
To software conversion.Therefore, the analysis at present for strain softening progressive disruption of slope still has certain limitation.
The content of the invention
In consideration of it, soft with statistical analysis using software is handled based on gravity increase method The embodiment provides one kind
The stability of part side slope is analyzed, and takes into full account the gradually distortion process of side slope, can obtain stabilization during slope failure
The stability dynamic evaluation method of the dynamic change situation of property coefficient and the strain softening side slope of the potential water use of side slope.
Embodiments of the invention provide a kind of stability dynamic evaluation method of strain softening side slope, comprise the following steps：
(1) side slope mould is set up in processing software according to the physical dimension of side slope to be analyzed, stratum condition and surface configuration
Type, and determine that the linear strain of slope ground body softens Mohr-Coulomb model parameter；
(2) linear strain that setting steps (1) are determined in processing software softens Mohr-Coulomb model parameter, calculates side
The elastic primary stress field of slope model, then the elastoplasticity of side slope model each unit is calculated, and it is each to preserve different time step side slope models
The elastic-plastic calculation result of unit；
(3) elastoplasticity of different time step side slope model each units is read, and secondary development function is utilized in processing software
Function is write, the plasticity shearing strain value of the corresponding each unit of different time step side slope models is extracted by function, and stratum is carried out
Again it is grouped；
(4) the plasticity shearing strain value for the side slope model each unit being grouped again by step (3) is calculated and obtained accordingly
The shear strength parameter of layer, and the spatial and temporal distributions rule of the shear strength parameter based on intensity residual strength coefficient analysis side slope model
Rule；
(5) calculation document of extraction step (4), according to the time space distribution opposite side of the shear strength parameter of side slope model
The mechanical strength parameter of slope Rock And Soil carries out assignment again, and according to the stabilization of the different time step side slope models of gravity increasing additional calculation
Coefficient, and then the stability dynamic changing process of analysis of slope model；
(6) calculation document after being tended towards stability by the coefficient of stability in modeling software extraction step (5), exports side slope model
The Displacements Distribution cloud atlas of critical slope langth state, and then obtain what is put on Displacements Distribution cloud atlas in potential slide strips and slider bed interface
The coordinate put on coordinate, statistics interface, and be fitted in statistical analysis software by least square method, final fitting is bent
Line is the potential water use for reacting side slope to be analyzed.
Further, in the step (1), processing software is finite difference numerical simulation software.
Further, in the step (1), a height of 10m in slope of side slope model, slope angle is 45 °, the distance on slope top to right margin
For 25m, the total a height of 25m of up-and-down boundary, slope unit number is 4189.
Further, in the step (1), Mohr-Coulomb model parameter includes the severe γ of Rock And Soil, elastic modulus E, pool
Pine is than μ, peak value cohesive strength cpAnd the peak friction angleRemaining cohesive strength crAnd the peak friction anglePeak value plasticity is cut should
Become threshold value κp psWith residual plastic shearing strain threshold value κr ps。
Further, the incremental form of the peak value plasticity shearing strain threshold value is：
In formula：Δε1 psWith Δ ε3 psFor the main increment of plasticity shearing strain, Δ εm psFor plasticity spliced body strain increment.
Further, the criterion of strength expression formula of Mohr-Coulomb model is：
In formula：σ1For maximum principal stress, σ3For minimum principal stress, tension is just, compression is negative.
Further, in the step (4), the time space distribution of shear strength parameter is：
In formula：K represents cohesive strength or internal friction angle, 0≤Rs≤1。
Compared with prior art, the invention has the advantages that：The present invention considers the differently strained of slope ground body
Softening properties, increase the gradually distortion process that method analyzes strain softening side slope using gravity, effectively prevent limit equilibrium method numerous
Trivial calculating process and the defect in Strength Reduction Method principle, and side slope potential water use accurately can be quickly recognized, this method is former
Clear clear, definite conception, convenience of calculation, reliable results, with good scientific research value and future in engineering applications.
Brief description of the drawings
Fig. 1 is an a kind of flow chart of the stability dynamic evaluation method of strain softening side slope of the invention.
Fig. 2 by institute's use linear strain softening Mohr-Coulomb model of the invention intensive parameter evolution schematic diagram；
Fig. 3 is a schematic diagram of side slope model of the present invention；
Fig. 4 is the schematic diagram of side slope residual strength Parameters Evolution process of the present invention；
Fig. 5 is the schematic diagram of stability factor of slope dynamic changing process of the present invention；
Fig. 6 is the potential water use schematic diagram that side slope of the present invention utilizes distinct methods to determine.
Embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with accompanying drawing to embodiment party of the present invention
Formula is further described.
Fig. 1 is refer to, The embodiment provides a kind of stability dynamic evaluation method of strain softening side slope, bag
Include following steps：
(1) side slope mould is set up in processing software 1 according to the set size of side slope to be analyzed, stratum condition and surface configuration
Type, and determine the Mohr-Coulomb model parameter of slope ground body linear strain softening；
It is preferably finite difference numerical simulation software to handle software 1.
As shown in figure 3, a height of 10m in the slope of side slope model, slope angle is 45 °, the distance on slope top to right margin is 25m, up and down
The total a height of 25m in border, slope unit number is 4189.
Linear strain softening Mohr-Coulomb model parameter includes the severe γ of Rock And Soil, elastic modulus E, Poisson's ratio μ, peak
It is worth cohesive strength cpAnd the peak friction angleRemaining cohesive strength crAnd the peak friction anglePeak value plasticity shearing strain threshold value κp ps
With residual plastic shearing strain threshold value κr ps。
As shown in Fig. 2 the incremental form of peak value plasticity shearing strain threshold value is：
In formula：Δε1 psWith Δ ε3 psFor the main increment of plasticity shearing strain, Δ εm psFor plasticity spliced body strain increment.
Linear strain softening Mohr-Coulomb model criterion of strength expression formula be：
In formula：σ1For maximum principal stress, σ3For minimum principal stress, tension is just, compression is negative.
(2) linear strain that setting steps (1) are determined in processing software 1 softens Mohr-Coulomb model parameter, calculates side
The elastic primary stress field of slope model, then the elastoplasticity of side slope model each unit is calculated, and it is each to preserve different time step side slope models
The elastic-plastic calculation result of unit；
(3) the elastic-plastic calculation result of different time step side slope model each units is read, and using secondary in processing software 1
Development function writes function, and the plasticity of the corresponding side slope model each unit of elastoplasticity of side slope model each unit is extracted by function
Shearing strain value, and stratum is grouped again；
The core that secondary development function writes function is as follows：
The elastic-plastic calculation result of different time step side slope model each units is traveled through using function, and extracts each list of side slope model
The plasticity shearing strain value of the corresponding side slope model each unit of elastoplasticity of member, is more than 0 list for being less than 0.01 by plasticity shearing strain value
Member is reclassified as " 1 " group, can similarly complete step (3) packet.
(4) the plasticity shearing strain value for the side slope model each unit being grouped again by step (3) calculates and obtains correspondingly layer
Shear strength parameter, and the shear strength parameter based on intensity residual strength coefficient analysis side slope model spatial and temporal distributions rule
Rule；
The time space distribution of shear strength parameter is：
In formula：K represents cohesive strength or internal friction angle, 0≤Rs≤1。
(5) calculation document of extraction step (4), according to the time space distribution opposite side of the shear strength parameter of side slope model
The mechanical strength parameter of slope Rock And Soil carries out assignment again, and according to the stabilization of the different time step side slope models of gravity increasing additional calculation
Coefficient, and then the stability dynamic changing process of analysis of slope model；
(6) calculation document after being tended towards stability by the coefficient of stability in the extraction step of modeling software 2 (5), exports side slope mould
The Displacements Distribution cloud atlas of type critical slope langth state, and uniformly extract on Displacements Distribution cloud atlas in potential slide strips and slider bed interface
The coordinate put on the coordinate of point, statistics interface, and be fitted in statistical analysis software 3 by least square method, finally
Matched curve is the potential water use for reacting side slope to be analyzed.
The slope ground mechanics intensive parameter table of table 1
The intensity residual coefficients evolutionary process of side slope is as shown in Figure 4 (corresponding with plasticity shearing strain evolutionary process)：With
The progress of calculating process, is that toe part produces plasticity shearing strain first, intensive parameter is reduced, and during afterwards gradually
Reduction is until residual shear strength parameter；As the continuous upward development of plastic region to surrounding with widening, each region of side slope is strong
Degree parameter is gradually weakened；After plasticity shearing strain region insertion, the plasticity shearing strain of slide strips region is continuously increased, and slide strips gradually add
Wide and final area is stable.
The stability coefficient dynamic changing process of side slope as shown in figure 5, stability factor of slope with time step increase gradually
Reduce, to 6000 time steps after the reduction speed that tends towards stability be reduced to zero.
The identification of this method side slope potential water use is with being based on maximum shear strain increment and limit equilibrium method
The potential water use contrast that (Morgenstern-Price methods) is determined is as shown in Figure 6.The sliding surface position that displacement interface method is determined
Put deeper compared with other two methods, part determines that sliding surface is essentially coincided with limit equilibrium method under sliding surface, upper part and maximum
The sliding surface position that shearing strain method of addition is determined is close, and the sliding surface that limit equilibrium method is determined with maximum shear strain method of addition is in
Between partly have intersection.Further demonstrate present invention determine that the accuracy of strain softening side slope potential water use method.
The present invention considers the differently strained softening properties of slope ground body, utilizes gravity increase method analysis strain softening side slope
Gradually distortion process, effectively prevent the defect in the cumbersome calculating process of limit equilibrium method and Strength Reduction Method principle, and
It accurately can quickly recognize side slope potential water use, this method clear principle, definite conception, convenience of calculation, reliable results, with good
Good scientific research value and future in engineering applications.
In the case where not conflicting, the feature in embodiment and embodiment herein-above set forth can be combined with each other.
The foregoing is only presently preferred embodiments of the present invention, be not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (7)
1. a kind of stability dynamic evaluation method of strain softening side slope, it is characterised in that comprise the following steps：
(1) side slope model is set up in processing software according to the physical dimension of side slope to be analyzed, stratum condition and surface configuration, and
Determine that the linear strain of slope ground body softens Mohr-Coulomb model parameter；
(2) linear strain that setting steps (1) are determined in processing software softens Mohr-Coulomb model parameter, calculates side slope mould
The elastic primary stress field of type, then the elastoplasticity of side slope model each unit is calculated, and preserve different time step side slope model each units
Elastic-plastic calculation result；
(3) the elastic-plastic calculation result of different time step side slope model each units is read, and secondary development is utilized in processing software
Function writes function, and the plasticity shearing strain value of the corresponding each unit of the different time steps of side slope model is extracted using function, and according to modeling
Property shearing strain value is grouped again to stratum；
(4) the plasticity shearing strain value of the side slope model each unit being grouped again by step (3), which is calculated, obtains the anti-of correspondingly layer
Cut intensive parameter, and the time space distribution of the shear strength parameter based on intensity residual strength coefficient analysis side slope model；
(5) calculation document of extraction step (4), according to the time space distribution side slope rock of the shear strength parameter of side slope model
The mechanical strength parameter of the soil body carries out assignment again, and utilizes the stability series of the different time step side slope models of gravity increasing additional calculation
Number, and then the stability dynamic changing process of analysis of slope model；
(6) calculation document after being tended towards stability by the coefficient of stability in modeling software extraction step (5), export side slope model is critical
The Displacements Distribution cloud atlas of collapse state, and then obtain potential slide strips and the seat put on slider bed interface on Displacements Distribution cloud atlas
The coordinate put on mark, statistics interface, and be fitted in statistical analysis software by least square method, final matched curve
React the potential water use of side slope to be analyzed.
2. the stability dynamic evaluation method of strain softening side slope according to claim 1, it is characterised in that the step
(1) in, processing software is finite difference numerical simulation software.
3. the stability dynamic evaluation method of strain softening side slope according to claim 1, it is characterised in that the step
(1) in, a height of 10m in slope of side slope model, slope angle is 45 °, and the distance on slope top to right margin is 25m, and up-and-down boundary is always a height of
25m, slope unit number is 4189.
4. the stability dynamic evaluation method of strain softening side slope according to claim 1, it is characterised in that the step
(1) in, Mohr-Coulomb model parameter includes the severe γ of Rock And Soil, elastic modulus E, Poisson's ratio μ, peak value cohesive strength cpAnd peak
It is worth internal friction angleRemaining cohesive strength crAnd residual angle of internal frictionPeak value plasticity shearing strain threshold value κp psBeing cut with residual plastic should
Become threshold value κr ps。
5. the stability dynamic evaluation method of strain softening side slope according to claim 4, it is characterised in that the peak value
The incremental form of plasticity shearing strain threshold value is：
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Δεm ps=(Δ ε1 ps+Δε3 ps)/3；
In formula：Δε1 psWith Δ ε3 psFor the main increment of plasticity shearing strain, Δ εm psFor plasticity spliced body strain increment.
6. the stability dynamic evaluation method of strain softening side slope according to claim 5, it is characterised in that linear strain
Softening Mohr-Coulomb model criterion of strength expression formula be：
In formula：σ1For maximum principal stress, σ3For minimum principal stress, tension is just, compression is negative.
7. the stability dynamic evaluation method of strain softening side slope according to claim 4, it is characterised in that the step
(4) in, the time space distribution of shear strength parameter is：
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In formula：K represents cohesive strength or internal friction angle, 0≤Rs≤1。
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| CN114004055B (en) * | 2021-07-23 | 2023-02-17 | 中国电建集团西北勘测设计研究院有限公司 | Slope shear strength parameter inversion analysis method based on equivalent soil pressure effect |
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