CN104406623A - Method for determining dynamic stability coefficient of side slope based on underground water level and displacement monitoring - Google Patents
Method for determining dynamic stability coefficient of side slope based on underground water level and displacement monitoring Download PDFInfo
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Abstract
The invention discloses a method and a technology for measuring the dynamic stability coefficient of a side slope based on underground water level change and displacement monitoring data, wherein the cause and mechanism of landslide formation are coupled and crossed with displacement response information change and an evaluation method thereof, and a side slope stability coefficient measuring method based on underground water level and displacement change is further established by establishing a nonlinear unloading and loading response ratio parameter prediction model; the method can overcome the limitation that a static extreme mechanical evaluation method cannot analyze and evaluate the change rule of the slope stability along with time, and can overcome the defect that the traditional displacement time sequence prediction method cannot analyze and evaluate the landslide formation mechanism and the cause of action.
Description
Technical field
The invention belongs to water and bring out type landslide dynamic stability quantitative evaluation and prevention and control field, be specifically related to a kind of based on WATER LEVEL CHANGES and displacement monitoring data, measure the technique and method of such slope dynamic stability coefficient.
Background technology
Landslide is the important research content in current disaster and environmental science, from the angle of geologic hazard, landslide be a kind ofly commonly to take place frequently, widely distributed and there is the geologic hazard of high risks, all bring huge loss usually to the development of the national economy and people's lives and properties.As everyone knows, groundwater environment change is main formation mechenism and the reason of induced Landslides.According to statistics, cause groundwater environment to change the landslide of bringing out by rainfall and account for 70% of the sum that comes down.In recent years, along with the development of hydraulic engineering, the particularly construction of the Three Gorges Projects and retaining, the landslide that the change of reservoir level causes groundwater environment to change and formed also receives much concern, therefore, how scientific and effective is brought out type side slope to such water and is carried out estimation of stability and early warning accurately and will have important scientific meaning and engineer applied is worth.
The key problem of Slope Stability Evaluation is the determination with stability criterion of choosing of evaluation method.At present, in Slope Stability Evaluation and Landslide Hazards monitoring and warning and prevention and controls, the prediction and evaluation method the most extensively adopted is limiting equilibrium mechanics evaluation method and displacement time series predicted method.Limiting equilibrium evaluation method is based upon the mechanics evaluation model on slope instability mechanism and stress condition clear and definite basis, there is clear and definite INSTABILITY CRITERION, i.e. stability factor Fs=1, with side slope practical stability coefficient whether be more than or equal to 1 or the degree that is greater than 1 differentiate the whether stable and degree of stability of side slope.But the model that the evaluation method of limiting equilibrium is set up is the static evaluation model without time parameter, and these class methods need first accurately to determine various physical and mechanical parameter and slip boundary condition, therefore Static Assessment Method cannot be used to carry out dynamic evaluation and monitoring and warning to the stability of rain-induced landslide, and in Slope Stability Evaluation, correct amount is wanted to measure these physical and mechanical parameters in the Slope Stability Evaluation formed at large complicated slope body structure and material especially and slip boundary condition also exists very large difficulty, or do not accomplish at all, thus easily make its evaluation result distortion or cause erroneous judgement.Compared with limiting equilibrium evaluation assessment, displacement time series Forecasting Methodology be based on landslide displacement monitoring, using displacement parameter (displacement, rate of displacement, displacement rate of acceleration) and change thereof as stability of slope whether with Prediction Parameters and the interpretational criteria of degree of stability.Its displacement (distortion) monitoring have precision high, easily implement, and the reflection stability of slope sexual state comprehensively advantage such as directly perceived, so these class methods are overcoming deficiency and the limitation of limiting equilibrium Mechanical Method to a certain degree, and be widely used in China's Important Project landslide areas and played vital role.But displacement time series Forecasting Methodology reflects Landslide Deformation trend and rule over time, majority is the apparent mathematics appraisal of displacement based on mathematical statistics rule, so such evaluation model generally can only explain Landslide Deformation displacement process and rule, and do not explain and cause the distortion on landslide and the formation mechenism of unstability and mechanics reason, and do not stablize unified INSTABILITY CRITERION, though there is the case of successfully monitoring, but the gained rule due to time series analysis is not based on mechanism, it predicts the outcome often with very large chance.
Summary of the invention
In order to overcome the problems referred to above that prior art field exists, the object of the invention is to, a kind of slope dynamic stability coefficient determination method based on underground water table and displacement monitoring is provided, Landslide Groundwater position and displacement or rate of displacement are monitored simultaneously and integrate by special proposition, determine and set up the coupling integration dynamic Forecast parameter of Landslide Groundwater position and displacement or rate of displacement with this, and use the ultimate principle of damage mechanics, find the quantitative relationship of stability coefficient in this dynamic Forecast parameter and conventional stability evaluation method.
A kind of slope dynamic stability coefficient determination method based on underground water table and displacement monitoring provided by the invention, it comprises following concrete steps:
(1) slope underground water position and displacement master data is monitored
1. monitoring instrument: water table measure equipment: a, pressure type water gauge, b, atmospheric pressure compensated equipment; Slope displacement monitoring equipment: wireless GPS displacement monitoring equipment (see Fig. 2);
2. in the corresponding domatic layout monitoring point of main sliding face of monitoring side slope, to cut N number of monitoring point of the domatic change in displacement of the domatic equidistant laying of mouth according to domatic actual landform to leading edge at the trailing edge wall that breaks, N be more than or equal to 1 integer; Beyond monitoring sliding mass, displacement monitoring reference point is arranged in stable basement rock or the region without distortion, is no less than 3, formation control net;
3. water table measure method: hole in the position, monitoring point selected in side slope, drilling depth should arrive below bedrock surface or underground water table over the years, at foot of hole, pressure type water gauge is set, and extra atmospheric pressure compensated equipment is set simultaneously on domatic, the change of common monitoring underground water table;
4. slope displacement monitoring method: lay wireless GPS displacement monitoring equipment in displacement monitoring criteria point position and side slope boring position, monitoring point; Combining closely in the slope displacement variation monitoring equipment that guarantee is buried underground and sliding mass top layer, monitors monitoring point level, perpendicular displacement changing value;
5. with certain hour spacing accuracy, Real-Time Monitoring is carried out to Landslide Groundwater position and displacement, record underground water table and displacement monitoring data simultaneously, and by side slope place data-signal gatherer, remote monitoring room is transferred to Monitoring Data, classification pre-service is carried out to Monitoring Data.
(2) Landslide Groundwater power unloads the determination of loading parameters and dynamic respond parameter
1. underground water table unloads the determination of loading parameters
Determine statistical study and the predetermined period on landslide according to Monitoring Data, and based on statistical study and predetermined period, predict that unit adds up certain month underground water table H that comes down
iwith front moon underground water table H
i-1difference DELTA H:
Δ H=H
i-Hi
-1formula (1)
Δ H in formula (1) is unloaded loading standard as hydrodynamic force.As Δ H > 0, judge to landslide it is load; As Δ H < 0, judge that to landslide be unloading; Undertaken adding up by each loading positive and negative values of unloading of unloading loading cycle and get its mean value respectively by Δ H, the underground water table that can obtain unloading loadingsequence respectively unloads loading parameters
with.
2. the determination loading response parameter is unloaded in displacement
In unit statistical study and predetermined period, the load deflection response parameter of unloading on its landslide is then equal zero as benchmark with displacement acceleration a, minus is unloading response, be greater than zero for loading response, slope displacement acceleration being undertaken adding up and getting average by unloading loading response positive and negative values respectively, the displacement acceleration response average of unloading loadingsequence can be obtained
with
(3) Landslide Groundwater power unloads the determination of load deflection response ratio parameter
1. the determination loading responsiveness is unloaded on landslide
Theoretical based on modern nonlinear science, by slope displacement acceleration unloading response average
its corresponding underground water table unloading average
ratio be defined as side slope power unloading dynamic respond rate χ
-, slope displacement acceleration is loaded response average
its corresponding underground water table loads average
ratio be defined as side slope power load deflection responsiveness χ
+, that is:
2. Landslide Groundwater power unloads the determination of load deflection response ratio parameter
According to formula (2) and formula (3) and unload the definition loading response ratio, can determine that slope underground water position power unloads load deflection response ratio parameter and is:
(4) water brings out the determination of type landslide dynamic stability property coefficient
1. side slope damage variable with unload the determination loading response ratio parameter quantitative relation
According to the principle of the invention (2), its damaging parameter D is as follows with the quantitative relationship of unloading loading response ratio parameter:
D
t=1-γ
tformula (5)
Formula (5) shows that unloading between loading response ratio γ and its damaging parameter D of material of rock and soil exists quantitative relationship one to one.
2. water brings out the determination of type landslide dynamic stability property coefficient
According to the quantitative relationship of the stability coefficient that damage variable in slope project and limiting equilibrium evaluation assessment are determined
and formula
(5) can determine that water brings out type landslide dynamic stability property coefficient and is:
Formula (6) shows, unloads the corresponding relation loading and to also exist between response ratio and stability of slope coefficient one by one.
(5) water brings out the determination of type landslide failure early warning criterion
In the real work of preventing land slide and engineering investigation design thereof, usually set a safety margin to stability coefficient and obtain a safety coefficient K as its stability whether criterion.According to slope stability significance level and slope geological complicated condition degree and the specification such as " hazards control engineering investigation specification " (DB50/143-2003) and " Hydraulic and Hydro-Power Engineering Slope Design specification " (SL386-2007), comprehensively can determine the safety factor of stability K on slope, as K=1.3,1.25,1.15 etc.; By to the slope dynamic stability coefficient F determined in above-mentioned steps
tcompare with conventional security COEFFICIENT K, can bring out to water dynamic early-warning evaluation and the Treatment design that type side slope carries out stability fast and accurately, namely work as F
tduring>=K, side slope is in steady state (SS); Work as F
tduring≤k, side slope plays pendulum.
Ultimate principle of the present invention is as follows:
1, the definition loading response ratio parameter is unloaded
Modern nonlinear science theory is thought, same thing, is in different developing evolution stages, and the response of its disturbance is to external world different.If by the various extraneous factors that may suffer in landslide development process, as rainfall, reservoir level variation, Human dried bloodstains etc. are commonly referred to as generalized load effect, and represent with M; The response (as state variables such as displacement, strain, acoustic emissions) produced after slope being stood generalized load effect is defined as R, then the relation between generalized load and system responses is shown in accompanying drawing 3.If when load increment is Δ M, corresponding response increment is Δ R, and definition responsiveness χ is:
Make χ
-with χ
+representative unloading and loading responsiveness respectively.When load is very little, system is in steady state (SS), is at this moment linear between itself R and M or linear approximate relationship, responsiveness χ during loading
+with responsiveness χ during unloading
-substantially equal; If load constantly increases, move closer to critical value Mcr, when namely system is tending towards instability, its responsiveness increases with load and constantly increases; When system unstability, X
+ → ∞.This illustrates, when system closes on unstability, even extremely small load action all can make system produce violent response.Even if therefore loading load increment to nonlinear system remains unchanged because steady state (SS) its responsiveness different of system also has very big difference, responsiveness more Iarge-scale system more close to unstability.In order to find out more generally rule, loading response ratio is unloaded in definition:
In formula: Δ R
-with Δ R
+be respectively unloading response increment and load response increment; Δ M
-with Δ M
+be respectively unloading increment and load increment.For elastic system, χ
+=χ
-=c, so γ=1; But for nonlinear system, γ value is then different with system stability state and change.When system is in steady state (SS), γ=1; When system departs from stable state, γ < 1; When system unstability, γ → 0.What therefore γ value can be quantitative portrays nonlinear system stability degree, also can as the criterion of nonlinear system unstability forecast.
2, damage variable and unload load response ratio parameter quantitative relationship from the angle of damage mechanics, the preparation process on landslide is exactly the damage development process of slope body material.In damage mechanics, damage process and degree of injury can use damaging parameter D to come quota portray and description, and its size is defined as the rate of change of the deformation modulus E of material, that is:
E in formula
0for the modulus of original state (damage), E is the modulus of damaged.When material does not damage, E=E
0, D=0; When material destroys completely, E=0, D=1.
Namely what the present invention used unloads loading response ratio is the ratio of the strain and stress of unloading phase slope body and the ratio of the ratio of the strain and stress of load phase slope body.Namely
Consider that the modulus of material when unloading generally is approximately equal to initial elastic modulus E
0, i.e. E
-=E
0, and E
+=E, so have:
When γ=1, D=0; Illustrative material is without damage, and is in steady state (SS); When γ → 0, D=1; Illustrative material is damaged completely.
3, the shear failure of the quantitative relationship slope ground body of damage variable and stability coefficient is in fact the final form that the structural damage of Rock And Soil causes its change in mechanics, and in the research to side slope Rock And Soil damage process, shearing strength is factor that is more responsive and that easily measure.When part Rock And Soil reaches its shearing strength, namely generating portion destroy and general performance stablize; When slope ground body reaches its shearing strength completely, slope body occurs to destroy completely.Therefore, can define damaging parameter D from Rock And Soil strength failure meaning, be the failure probability when shear stress of Rock And Soil on the potential glide plane of side slope is greater than shearing strength, description be the destructiveness of slope ground body.In slope stability limit equilibrium method is evaluated, stability coefficient is generally defined as the ratio of the skid resistance on the potential glide plane of side slope and sliding force, description be the extent of stability of side slope.Therefore, in slope project, stability factor of slope may be defined as limit damaging parameter D
limwith side slope any time damaging parameter D
tratio, that is:
In formula (12): D
tfor the damage variable of t, D
limfor limit damage variable gets 1.
A kind of slope dynamic stability coefficient determination method based on underground water table and displacement monitoring provided by the invention, its beneficial effect is, the change of Landslide Groundwater position and landslide displacement response message to be changed and evaluation method has carried out organic coupling, the effective and reasonable dynamic stability property coefficient determining side slope, and rational A+E can be carried out to slope dynamic stability Evolution according to this, both overcome conventional limit balance mechanics evaluation assessment be difficult to accurately determine landslide physical and mechanical parameter and boundary condition etc. and bring erroneous judgement or misjudgement, solve again traditional displacement time sequence forecasting method cannot quantitative description landslide dynamic action mechanism and without problems such as stable unified INSTABILITY CRITERION simultaneously.
Accompanying drawing explanation
Fig. 1 is slope dynamic stability coefficient determination process flow diagram of the present invention;
Fig. 2 is slope underground water of the present invention and monitoring point for displacement and monitors collection treatment facility schematic diagram, wherein 1 is pressure type water gauge, 2 is atmospheric pressure compensated equipment, 3 is monitoring point for displacement, 4 is change in displacement monitoring equipment, 5 is monitoring criteria point and equipment, and 6 is data acquisition equipment, and 7 is remote monitoring room;
Fig. 3 is the graph of a relation of generalized load and system responses in slope evolution process of the present invention;
Fig. 4 is certain side slope and the monitoring point schematic diagram thereof of the embodiment of the present invention;
Fig. 5 is that certain side slope F point of the embodiment of the present invention unloads loading response ratio curve map;
Fig. 6 is certain side slope F point stability coefficient curve map of the embodiment of the present invention.
Embodiment
With reference to the accompanying drawings, in conjunction with the embodiments, to the slope dynamic stability coefficient determination method based on underground water table and displacement monitoring provided by the invention, be described in detail.
Embodiment
In order to set forth the present invention better, bring out type landslide induced for embodiment below in conjunction with accompanying drawing with certain water and further describe, the landslide area of this landslide induced is 0.73km
2, volume about 3 × 10
7m
3, deposit is to collapse (slope) long-pending shiver stone folder clay, and underlying bedrock face is Silurian sand, shale, form more complicated, under the effect of groundwater environment change, there occurs destruction on June 12nd, 1985.The monitoring time on the present embodiment landslide is destroy to landslide failure in January, 1978, and as shown in Figure 1, concrete implementation step is as follows for slope dynamic stability coefficient determination flow process of the present invention:
The first step: monitoring slope underground water position and displacement master data
1. monitoring instrument: water table measure equipment: a, pressure type water gauge, b, atmospheric pressure compensated equipment; Slope displacement monitoring equipment: wireless GPS displacement monitoring equipment (see Fig. 2);
2. according to main skating area, this landslide and trailing edge tension fracture, cut the key positions such as mouth and feature and come down zonal arrangement and basement rock exposure in the situation of both sides, slope body is chosen F point, (see Fig. 4), F point is as evaluating objects monitoring point and arrange datum point to shift.
The foot of hole of 3. selected on landslide F position, monitoring point arranges pressure type water gauge, the change of monitoring underground water table; Wireless GPS displacement monitoring equipment is laid, the landslide displacement speed of monitoring criteria point in displacement monitoring criteria point position and side slope boring position, monitoring point.
4. be the time interval synchronously carry out data by side slope place data-signal gatherer to the displacement on landslide and groundwater monitoring data with the cycle to be transferred to remote monitoring room with the moon, carry out the pre-service of Monitoring Data in monitoring room at set intervals with batch processing softwares such as Excel, obtain underground water place value (see table 1), slope displacement rate value and accekeration (see table 2-3).
Second step: determine that Landslide Groundwater power unloads loading parameters and dynamic respond parameter
1) underground water table unloads the determination of loading parameters
According to the monitoring materials of this landslide area underground water table above-mentioned, determine that the statistical study on landslide and predetermined period are 1 year, unload certain month underground water table H of loading cycle with one
iwith front moon underground water table H
i-1difference DELTA H be foundation, unloading is judged to be as Δ H < 0, be judged to during Δ H > 0 to load, therefore just obtain unloading of a groundwater effect cycle load month and unload between loading zone, unload between loading zone according to hydrodynamic force, Δ H is unloaded unloading of loading cycle year and loads positive and negative values by each and add up and get its average respectively, discriminablely unloads loadingsequence to underground water table
with
(see table 4).
2) determination loading response parameter is unloaded in displacement
In unit statistical study and predetermined period, the load deflection response parameter of unloading on its landslide is then equal zero as benchmark with displacement acceleration a, and minus is unloading response, is greater than zero for loading response.Slope displacement acceleration being undertaken adding up and getting average by unloading loading response positive and negative values respectively, the displacement acceleration response average of unloading loadingsequence can be obtained
with
(see table 4).
Certain Landslide Groundwater bit data table (unit: mm) of table 1
Certain landslide F point month rate of displacement (unit: mm/s) of table 2
Certain landslide F point month displacement rate of acceleration (unit: mm/s2) of table 3
The unloading loading parameters and unload loading response parameter of certain landslide F point of table 4
Note: unloading loading parameters unit is mm; Dynamic respond value unit is the mm/ month 2.
3rd step: Landslide Groundwater power unloads the determination of load deflection response ratio parameter
By in table 4
sequence substitutes into landslide induced and unloads in loading response ratio forecast model formula (4), obtains unloading of late Archaean monitoring point F and loads response ratio time series (see table 5) and unload loading response ratio time plot (see Fig. 5).
Unloading of certain landslide F point of table 5 loads response ratio
4th step: the determination of landslide dynamic stability property coefficient
1) side slope damage variable with unload the determination loading response ratio parameter quantitative relation
Load response ratio parameter and side slope damaging parameter D according to unloading of side slope in step 2 and unload the quantitative relationship D loading response ratio parameter
t=1-γ
tthe loss variable of side slope can be obtained as table 6:
Table 6: the damage variable value of certain landslide F point
2) water brings out the determination of type landslide dynamic stability property coefficient
According to the quantitative relationship of damage variable in slope project and stability coefficient
(see principle 3) and formula (5) can determine that water brings out size (see table 7) and the stability coefficient time-sequence curve chart (see Fig. 6) of type landslide dynamic stability property coefficient:
Table 7: the stability coefficient of certain landslide F point
5th step: water brings out type landslide failure early warning criterion and really fixes in the real work of preventing land slide and engineering investigation design thereof, usually sets a safety margin to stability coefficient and obtains a safety coefficient K as its stability whether criterion.According to slope stability significance level and slope geological complicated condition degree and the specification such as " hazards control engineering investigation specification " (DB50/143-2003) and " Hydraulic and Hydro-Power Engineering Slope Design specification " (SL386-2007), the safety factor of stability K=1.25 on slope comprehensively can be determined.By to the slope dynamic stability coefficient F determined in above-mentioned steps
tcompare with conventional security COEFFICIENT K=1.25, can bring out to water dynamic early-warning evaluation and the Treatment design that type side slope carries out stability fast and accurately.
F point stability factor of slope according to obtaining in step 4 can draw: this side slope stability coefficient during 1978 to 1984 reduces gradually, but be all greater than Slope Design safety coefficient K=1.25, illustrate that this slope stability reduces always but is in steady state (SS); During 1984 to 1985, the stability coefficient of side slope reduces suddenly and is less than design safety factor (DSF) K=1.25, illustrates that this side slope there occurs larger damage and failure during this and finally destroys unstability.The above-mentioned Calculation results to this actual stability factor of slope and side slope actual displacement and unstability rule substantially identical, show to use this non-linear dynamic to unload to load the determined stability factor of slope of response ratio parameter and unstability early warning criterion is effective, there is stronger prediction function and practical value.
Claims (1)
1., based on a slope dynamic stability coefficient determination method for underground water table and displacement monitoring, it is characterized in that: it comprises following concrete steps:
One, slope underground water position and displacement master data is monitored
1. monitoring instrument: water table measure equipment: a, pressure type water gauge, b, atmospheric pressure compensated equipment; Slope displacement monitoring equipment: wireless GPS displacement monitoring equipment;
2. in the corresponding domatic layout monitoring point of main sliding face of monitoring side slope, to cut N number of monitoring point of the domatic change in displacement of the domatic equidistant laying of mouth according to domatic actual landform to leading edge at the trailing edge wall that breaks, N be more than or equal to 1 integer; Beyond monitoring sliding mass, displacement monitoring reference point is arranged in stable basement rock or the region without distortion, is no less than 3, formation control net;
3. water table measure method: hole in the position, monitoring point selected in side slope, drilling depth should arrive below bedrock surface or underground water table over the years, at foot of hole, pressure type water gauge is set, and extra atmospheric pressure compensated equipment is set simultaneously on domatic, the change of common monitoring underground water table;
4. slope displacement monitoring method: lay wireless GPS displacement monitoring equipment in displacement monitoring criteria point position and side slope boring position, monitoring point; Combining closely in the slope displacement variation monitoring equipment that guarantee is buried underground and sliding mass top layer, monitors monitoring point level, perpendicular displacement changing value;
5. with certain hour spacing accuracy, Real-Time Monitoring is carried out to Landslide Groundwater position and displacement, record underground water table and displacement monitoring data simultaneously, and by side slope place data-signal gatherer, remote monitoring room is transferred to Monitoring Data, classification pre-service is carried out to Monitoring Data;
two,landslide Groundwater power unloads the determination of loading parameters and dynamic respond parameter
1. underground water table unloads the determination of loading parameters
Statistical study and the predetermined period on landslide is determined according to Monitoring Data, and based on statistical study and predetermined period, certain month underground water table in prediction unit statistics landslide
with front moon underground water table
difference
:
formula (1)
By in formula (1)
loading standard is unloaded as hydrodynamic force; When
time, judge to landslide it is load; When
time, judge that to landslide be unloading; Will
undertaken adding up by each loading positive and negative values of unloading of unloading loading cycle and get its mean value respectively, the underground water table that can obtain unloading loadingsequence respectively unloads loading parameters
with
;
2. the determination loading response parameter is unloaded in displacement
In unit statistical study and predetermined period, the load deflection response parameter of unloading on its landslide is then with displacement acceleration
equal zero as benchmark, minus is unloading response, is greater than zero for loading response, being undertaken adding up and getting average respectively by slope displacement acceleration, can obtain the displacement acceleration response average of unloading loadingsequence by unloading loading response positive and negative values
with
;
Three, Landslide Groundwater power unloads the determination of load deflection response ratio parameter
1. the determination loading responsiveness is unloaded on landslide
Theoretical based on modern nonlinear science, by slope displacement acceleration unloading response average
its corresponding underground water table unloading average
ratio be defined as side slope power unloading dynamic respond rate
, slope displacement acceleration is loaded response average
its corresponding underground water table loads average
ratio be defined as side slope power load deflection responsiveness
, that is:
formula (2)
formula (3)
2. Landslide Groundwater power unloads the determination of load deflection response ratio parameter
According to formula (2) and formula (3) and unload the definition loading response ratio, can determine that slope underground water position power unloads load deflection response ratio parameter and is:
formula (4)
Four, water brings out the determination of type landslide dynamic stability property coefficient
1. side slope damage variable with unload the determination loading response ratio parameter quantitative relation
According to the principle of the invention (2), its damaging parameter D is as follows with the quantitative relationship of unloading loading response ratio parameter:
formula (5)
What formula (5) showed material of rock and soil unloads loading response ratio
and there is quantitative relationship one to one between its damaging parameter D;
2. water brings out the determination of type landslide dynamic stability property coefficient
According to the quantitative relationship of the stability coefficient that damage variable in slope project and limiting equilibrium evaluation assessment are determined
can determine that water brings out type landslide dynamic stability property coefficient and is with formula (5):
formula (6)
Formula (6) shows, unloads the corresponding relation loading and to also exist between response ratio and stability of slope coefficient one by one;
five,water brings out the determination of type landslide failure early warning criterion
In the real work that preventing land slide and engineering investigation thereof design, usually set a safety margin to stability coefficient and obtain a safety coefficient K as its stability whether criterion, according to slope stability significance level and slope geological complicated condition degree and the specification such as " hazards control engineering investigation specification " (DB50/143-2003) and " Hydraulic and Hydro-Power Engineering Slope Design specification " (SL386-2007), comprehensively can determine the safety factor of stability K on slope, as K=1.3,1.25,1.15 etc.; By to the slope dynamic stability coefficient determined in above-mentioned steps
compare with conventional security COEFFICIENT K, can bring out to water dynamic early-warning evaluation and the Treatment design that type side slope carries out stability fast and accurately, namely when
time, side slope is in steady state (SS); When
time, side slope plays pendulum.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410351222.8A CN104406623B (en) | 2014-07-23 | 2014-07-23 | Method for determining dynamic stability coefficient of side slope based on underground water level and displacement monitoring |
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|---|---|---|---|
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