CN109359361A - Quantitative analysis method for slope instability consequence - Google Patents
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Abstract
The invention discloses a quantitative analysis method for the consequences of slope instability, which comprises the steps of firstly calculating to obtain a critical sliding surface through a limit balance method, secondly calculating to obtain a landslide displacement field through a smooth particle fluid dynamics method, further determining an effective displacement threshold through comparative analysis, secondly fitting a relational expression between the area of the final sliding surface of the slope instability and the safety coefficient of the final sliding surface by utilizing a series of slope instability working conditions, and finally calculating the sliding area under the condition that the safety coefficient is smaller than 1 by utilizing the fitted relational expression, and combining a sliding surface area histogram to quantify the consequences of slope instability, overcomes the defects that the quantification effect of the consequences of slope instability is poor in the traditional mode, can reasonably and effectively quantify the consequences of slope instability, and has important significance for preventing and treating landslide risks.
Description
Technical field
The invention belongs to Slope hazard evaluations and Prevention Technique field, and in particular to a kind of slope instability consequence quantitative analysis
New method, especially one kind determine the final sliding surface of slope instability, and then and the limit based on Smoothed Particle Hydrodynamics Method
Balance method calculates gained minimum safety factor and establishes association, the consequence of final quantization slope instability.
Background technique
In Slope hazard prevention and control field, slope stability analysis method is generally used, for example limiting equilibrium method and finite element
Strength Reduction Method carries out the search of minimum safety factor, and after assessing slope instability using its corresponding critical slip surface
Fruit.However, for being on the verge of unstability or the side slope of unstability, limiting equilibrium method and Strength reduction FEM method
Obtained critical slip surface is only the sliding surface for coming down and initial time occurring, this rises caused by sliding surface occurs with landslide most
There are certain differences for whole sliding surface, to bring error to the quantization of slope instability consequence, therefore need one kind at present and can close
The method of reason, effectively quantization slope instability consequence.
Summary of the invention
Technical problem to be solved by the present invention lies in use conventional limiting equilibrium method or finite element for the prior art
The obtained critical slip surface of strength reduction method is only the sliding surface for coming down and initial time occurring, and is deposited with final sliding surface
In certain difference, the defects of causing slope instability consequence quantification effect poor, is provided a kind of for the quantization of slope instability consequence
New method.
The present invention, which is that the following technical solution is employed, to be realized: a kind of slope instability consequence quantitative analysis method, including with
Lower step:
S1, to it is quasi- research side slope minimum safety factor FminAnd its sliding surface area A carries out analytical calculation；
S2, by the original mechanics parameter of side slope divided by minimum safety factor FminReduction parameter is obtained, based on obtained reduction ginseng
Number is calculated using Smoothed Particle Hydrodynamics Method and obtains the displacement field of slope sliding, the side slope initial parameter with simulation
Mechanics parameter cohesive strength c and internal friction angle including side slope materialAdhesive aggregation force parameter c after reductionn=c/Fmin, interior friction
Angle
S3, setting displacement threshold value δd, judge whether the shift value of each particle is greater than δ one by oned, if more than the δ d then particle
It is considered as sliding particle, is otherwise considered as stationary particle, selects shift value to be higher than δ from displacement fielddParticle (i.e. sliding particle) simultaneously
Summarize its area, the particle area summarized is denoted as B, if B is not equal to A, converts different δd, recalculate sliding
The area B of particle, until the particle area B summarized is equal to the corresponding sliding of original mechanics parameter slope minimum safety factor
Face area A, displacement threshold value δ at this timedAs effective displacement threshold value δ0, i.e., effective displacement threshold value δ has finally been determined0；
S4, according to adhesive aggregation force parameter cnAnd internal friction angleDesigning m group causes sliding parameter to combine ciWithI=1,
2 ... ..., m calculate its safety coefficient F with limiting equilibrium method firsti, then utilize Smoothed Particle Hydrodynamics Method meter
Corresponding displacement field is calculated, and according to effective displacement threshold value δ0Calculate the final sliding surface of every kind of operating condition slope unstability and its sliding
Area Bi；
S5, in EXCEL with FiFor horizontal axis, BiFor the longitudinal axis, F is drawni~BiBetween scatter plot, and use matched curve
It is fitted Fi~BiBetween variation tendency, obtained fitting function be B=f (F)；
S6, generation meet the Monte Carlo sample for assuming scheme, and for each sample, limit of utilization balance method calculates it
Safety coefficient F shows the non-unstability of side slope if safety coefficient F is greater than or equal to 1；If safety coefficient F less than 1, utilizes letter
Number curve B=f (F) calculates corresponding slide area, quantifies slope instability consequence eventually by slide area histogram.
Further, in the step S4, the value of m is 6-12.
Further, in the step S4, ci=cn-(cn-cs) × i/m,Its
In, csWithFor according to F in limit equilibrium methodmin=0.1 adhesive aggregation force value and internal friction angle value determined；Based on ci,It adopts
With Smoothed Particle Hydrodynamics Method, and utilize effective displacement threshold value δ0It determines sliding particle area, is denoted as Bi；Based on ci,Its safety coefficient is calculated using limiting equilibrium method, is denoted as Fi。
Further, in the step S6, normally distributed variable is generated using NORMDIST function in EXCEL, in turn
It obtains meeting the Monte Carlo sample value c for assuming scheme using related conversion formulajWithJ=1,2 ... ... N, N are sample
Number；Based on cjWithIts safety coefficient F is calculated using limiting equilibrium methodj, judge FjWhether less than 1, if so, sharp
With B=f (Fj) calculate the slide area B after slope instabilityj；If it is not, then showing the non-unstability of side slope, slide area is not calculated；Work as N
After a sample value all calculates, the histogram of slope instability slide area is counted, carries out the quantization of slope instability consequence.
Compared with prior art, the advantages and positive effects of the present invention are:
The slope instability consequence quantitative analysis method that this programme is proposed, is calculated by limiting equilibrium method faces first
Secondly landslide displacement field is calculated using Smoothed Particle Hydrodynamics Method in boundary's sliding surface, and then true by comparative analysis
Fixed effective displacement threshold value, followed by a series of slope instability operating conditions fitting final sliding surface area of slope instability and its safety
Relational expression between coefficient, the slide area in the case of finally calculating safety coefficient less than 1 using the relational expression of fitting, and tie
Sliding surface area histogram is closed to quantify slope instability consequence, can not only rationally, effectively quantify slope instability consequence, and
Decision support can also be provided for slope retaining and reinforcing, according to the average value of slide area and standard deviation can effectively into
Row diaster prevention and control cost budgeting, has great importance for the prevention and treatment of risk of landslip.
Detailed description of the invention
Fig. 1 is slope instability consequence quantitative analysis method flow block diagram described in the embodiment of the present invention；
Fig. 2 is cohesive soil slope schematic diagram in the embodiment of the present invention；
Fig. 3 is to calculate resulting displacement cloud atlas by Smoothed Particle Hydrodynamics Method in the embodiment of the present invention；
Fig. 4 is the effective displacement threshold value δ of the embodiment of the present invention0Determine schematic diagram；
Fig. 5 is F of the embodiment of the present inventioni~BiIt is fitted schematic diagram；
Fig. 6 is that conventional method slope instability consequence quantifies schematic diagram；
Fig. 7 is to quantify schematic diagram using the slope instability consequence of the method for the embodiment of the present invention.
Specific embodiment
In order to which the above objects, features and advantages of the present invention is more clearly understood, with reference to the accompanying drawing and implement
The present invention will be further described for example.It should be noted that in the absence of conflict, embodiments herein and embodiment
In feature can be combined with each other.
As shown in Figure 1, the present embodiment discloses a kind of slope instability consequence quantitative analysis method, comprising the following steps:
S1, Stability Checking is carried out to side slope to be studied first, limit of utilization balance method calculates side slope minimum safe system
Number FminWith corresponding sliding surface S, and its corresponding sliding surface area A is calculated；
S2, by the original mechanics parameter of side slope divided by minimum safety factor FminReduction parameter is obtained, based on obtained reduction ginseng
Number is calculated using Smoothed Particle Hydrodynamics Method and obtains the displacement field of slope sliding, the side slope initial parameter with simulation
Mechanics parameter cohesive strength c and internal friction angle including side slope materialAdhesive aggregation force parameter c after reductionn=c/Fmin, interior friction
Angle
S3, setting displacement threshold value δd(such as 0.01m), judges whether the shift value of each particle is greater than δ one by oned, if more than
Then the particle is considered as sliding particle to δ d, is otherwise considered as stationary particle, selects shift value to be higher than δ from displacement fielddParticle (i.e.
Sliding particle) and summarize its area, the particle area summarized is denoted as B, if B is not equal to A, converts different δd, weight
The new area B for calculating sliding particle, until the particle area B summarized is equal to original mechanics parameter slope minimum safety factor
Corresponding sliding surface area A, displacement threshold value δ at this timedAs effective displacement threshold value δ0, i.e., effectively displacement threshold has finally been determined
Value δ0；
S4, according to adhesive aggregation force parameter cnAnd internal friction angleDesigning m group causes sliding parameter to combine ciWithI=1,
The value of 2 ... ..., m, m are 6-12, ci=cn-(cn-cs) × i/m,csWithIt is root
According to F in limiting equilibrium methodminAdhesive aggregation force value and internal friction angle value determined by=0.1；Based on ci,Using smooth grain
Sub- hydrodynamic method, and utilize effective displacement threshold value δ0It determines sliding particle area, is denoted as Bi；Based on ci,Using
Limiting equilibrium method calculates its safety coefficient, is denoted as Fi；
S5, in EXCEL with FiFor horizontal axis, BiFor the longitudinal axis, F is drawni~BiBetween scatter plot, and use matched curve
It is fitted Fi~BiBetween variation tendency, obtained fitting function be B=f (F)；
S6, it utilizes NORMDIST function to generate normally distributed variable in EXCEL, and then is generated using related conversion formula
Meet the Monte Carlo sample value c for assuming schemejWithJ=1,2 ... ... N, N are number of samples；For each sample,
Based on cjWithIts safety coefficient F is calculated using limiting equilibrium methodj, judge FjWhether less than 1, if so, utilizing B=f
(Fj) calculate the slide area B after slope instabilityj；If it is not, then showing the non-unstability of side slope, slide area is not calculated；When N number of sample
After value all calculates, the histogram of slope instability slide area is counted, carries out the quantization of slope instability consequence.
As shown in Fig. 2, certain Clay Slopes, the high 2m in slope, native cohesive strength c are 8.0kpa, internal friction angleIt is 0 °, according to
Simplification Bi Xiao law popularization in limiting equilibrium method calculates its minimum safety factor FminIt is 1.11, in corresponding sliding surface such as Fig. 2
Shown in circular arc, it is computed its slide area A=10.4m2.C after c/1.11 is reducedn=7.2kPa is inputted smooth grain
In subflow body dynamics method program, displacement cloud atlas is obtained as shown in figure 3, the shift value of side slope particle is between 0.0~0.065m
Between.
δ is set firstd=0.01m, summarizing the particle gross area B higher than 0.01m is 10.82m2, it is stepped up δdValue,
And B is calculated one by one, calculating process is plotted in Fig. 4, and δ is determined by Fig. 4 curve and horizontal line B=A intersection point0=0.014m.This
C is taken in embodiments=5kPa, m=11 designs c1=cn-(cn-cs) × 1/m=7.0kPa, similarly c2=6.8kPa, with such
It pushes away to obtain c11=5.0kPa, calculates separately c1, c2... ..., c11Under, the minimum safety factor F of side slope1, F2... ..., F11, point
Not carry out Smoothed Particle Hydrodynamics Method calculating, and according to δ0Summarize to obtain the area B of sliding particle1, B2... ...,
B11, with FiFor horizontal axis, with BiFor the longitudinal axis, scatter plot is drawn as shown in figure 5, suitable straight line is selected to be fitted, is finally obtained
Fitting function formula is B=-37F+46.8.
It is assumed that the average value of side slope adhesive aggregation force parameter c is 8.0kPa, the coefficient of variation 0.3 namely standard deviation are
2.4kPa meets logarithm normal distribution, then lnc meets normal distribution, and standard deviation isMean value is
ln(8)-0.5ln(1+0.32)=2.04 obtain lnc's using NORMDIST (rand (), 2.04,0.29,0) in EXCEL
Sample value recycles conversion formula elncObtain the sample value of c, random number of the rand () between [0,1], N=10000, i.e.,
Obtain 10000 samples namely 10000 c values.
In order to prove the validity of the method for the present invention, now compare and analyze, traditional slope instability consequence quantization method
It is to be determined by the corresponding sliding surface area A of minimum safety factor, as shown in fig. 6, having 3639 in 10000 Monte Carlo samples
Unstability occurs for a sample slope, and slide area is 10.4m2, therefore in the quantization of slope instability consequence, consequence can
To calculate are as follows: 3639 × 10.4/10000=3.78m2.The quantized result schematic diagram of the method for the present invention is as shown in fig. 7,3639
Under a sample, the slide area of slope instability is distributed in 10.4~34m2Between, specifically, slide area be between 10~
11m2Have 391 samples, 11~12m2Have 357 samples ..., using the method for the invention quantify slope instability
Consequence is 5.92m2.Therefore, comparison discovery: conventional method often provides relatively conservative quantized result, is unfavorable for the wind that comes down
The prevention and treatment of danger demonstrates effectiveness of the invention by examples comparative analysis.
The above described is only a preferred embodiment of the present invention, being not that the invention has other forms of limitations, appoint
What those skilled in the art changed or be modified as possibly also with the technology contents of the disclosure above equivalent variations etc.
It imitates embodiment and is applied to other fields, but without departing from the technical solutions of the present invention, according to the technical essence of the invention
Any simple modification, equivalent variations and remodeling to the above embodiments, still fall within the protection model of technical solution of the present invention
It encloses.
Claims (4)
1. slope instability consequence quantitative analysis method, which comprises the following steps:
S1, to it is quasi- research side slope minimum safety factor FminAnd its sliding surface area A carries out analytical calculation；
S2, by the original mechanics parameter of side slope divided by minimum safety factor FminReduction parameter is obtained, based on obtained reduction parameter,
It is calculated using Smoothed Particle Hydrodynamics Method and obtains the displacement field of slope sliding with simulation, the side slope initial parameter includes
The mechanics parameter cohesive strength c and internal friction angle of side slope materialAdhesive aggregation force parameter c after reductionn=c/Fmin, internal friction angle
S3, setting displacement threshold value δd, select shift value to be higher than δ from displacement fielddParticle and summarize its area, will summarize to obtain
Particle area be denoted as B, if B be not equal to A, convert different δd, until the particle area B summarized is equal to original mechanics parameter
The corresponding sliding surface area A of slope minimum safety factor, finally determines effective displacement threshold value δ0；
S4, according to adhesive aggregation force parameter cnAnd internal friction angleDesigning m group causes sliding parameter to combine ciWithIt is first
First its safety coefficient F is calculated with limiting equilibrium methodi, then corresponding displacement is calculated using Smoothed Particle Hydrodynamics Method
, and according to effective displacement threshold value δ0Calculate the final sliding surface of every kind of operating condition slope unstability and its slide area Bi；
S5, F is drawni~BiBetween scatter plot, and using matched curve be fitted Fi~BiBetween variation tendency, it is obtained quasi-
Conjunction function is B=f (F)；
S6, generation meet the Monte Carlo sample for assuming scheme, and for each sample, limit of utilization balance method calculates its safety
Coefficient F shows the non-unstability of side slope if safety coefficient F is greater than or equal to 1；If safety coefficient F less than 1, utilizes function curve
B=f (F) calculates corresponding slide area, quantifies slope instability consequence eventually by slide area histogram.
2. slope instability consequence quantitative analysis method according to claim 1, it is characterised in that: in the step S4, m's
Value is 6-12.
3. slope instability consequence quantitative analysis method according to claim 1, it is characterised in that: in the step S4, ci=
cn-(cn-cs) × i/m,Wherein, csWithFor according to F in limit equilibrium methodmin=
The 0.1 adhesive aggregation force value and internal friction angle value determined；Based on ci,Using Smoothed Particle Hydrodynamics Method, and utilization has
Imitate displacement threshold value δ0It determines sliding particle area, is denoted as Bi；Based on ci,Calculating it safely using limiting equilibrium method is
Number, is denoted as Fi。
4. slope instability consequence quantitative analysis method according to claim 1, it is characterised in that: in the step S6,
Normally distributed variable is generated using NORMDIST function in EXCEL, and then obtains meeting the Monte Carlo sample value for assuming scheme
cjWithN is number of samples；Based on cjWithIts safety coefficient is calculated using limiting equilibrium method
Fj, judge FjWhether less than 1, if so, utilizing B=f (Fj) calculate the slide area B after slope instabilityj；If it is not, then showing side
The non-unstability in slope, does not calculate slide area；After N number of sample value all calculates, the histogram of slope instability slide area is counted
Figure carries out the quantization of slope instability consequence.
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| CN110569609A (en) * | 2019-09-12 | 2019-12-13 | 青岛理工大学 | Method for determining critical value of particle displacement after slope instability |
| CN110765614A (en) * | 2019-10-24 | 2020-02-07 | 青岛理工大学 | Slope risk comprehensive assessment method based on landslide damage form |
| WO2020192118A1 (en) * | 2019-03-28 | 2020-10-01 | 青岛理工大学 | Slope sliding area assessment method |
| CN111914330A (en) * | 2020-08-07 | 2020-11-10 | 合肥市市政设计研究总院有限公司 | Soil-rock combined slope stability analysis method based on graphical trial algorithm |
| CN111985041A (en) * | 2020-09-17 | 2020-11-24 | 青岛理工大学 | Reinforced side slope retaining wall height determination method and reinforced side slope retaining wall |
| CN112685817A (en) * | 2020-12-24 | 2021-04-20 | 青岛理工大学 | Method for quantitatively analyzing anchored slope risk |
| WO2021174665A1 (en) * | 2020-03-04 | 2021-09-10 | 青岛理工大学 | Method for evaluating instability area amplification effect of foundation pit excavation slope |
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| WO2020192118A1 (en) * | 2019-03-28 | 2020-10-01 | 青岛理工大学 | Slope sliding area assessment method |
| CN110569609A (en) * | 2019-09-12 | 2019-12-13 | 青岛理工大学 | Method for determining critical value of particle displacement after slope instability |
| CN110765614A (en) * | 2019-10-24 | 2020-02-07 | 青岛理工大学 | Slope risk comprehensive assessment method based on landslide damage form |
| WO2021077536A1 (en) * | 2019-10-24 | 2021-04-29 | 青岛理工大学 | Landslide failure morphology-based method for comprehensively evaluating side slope risk |
| WO2021174665A1 (en) * | 2020-03-04 | 2021-09-10 | 青岛理工大学 | Method for evaluating instability area amplification effect of foundation pit excavation slope |
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| CN111985041A (en) * | 2020-09-17 | 2020-11-24 | 青岛理工大学 | Reinforced side slope retaining wall height determination method and reinforced side slope retaining wall |
| CN111985041B (en) * | 2020-09-17 | 2021-03-30 | 青岛理工大学 | Reinforced side slope retaining wall height determination method and reinforced side slope retaining wall |
| WO2022057273A1 (en) * | 2020-09-17 | 2022-03-24 | 青岛理工大学 | Slope reinforcement retaining wall height determination method and slope reinforcement retaining wall |
| CN112685817A (en) * | 2020-12-24 | 2021-04-20 | 青岛理工大学 | Method for quantitatively analyzing anchored slope risk |
| CN112685817B (en) * | 2020-12-24 | 2022-06-14 | 青岛理工大学 | Method for quantitatively analyzing anchored slope risk |
| WO2022134422A1 (en) * | 2020-12-24 | 2022-06-30 | 青岛理工大学 | Method for quantitative analysis of anchored side slope risk |
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