CN104406623B - 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 the landslide dynamic stability quantitative assessment of water induction type and prevention and control field, and in particular to one kind is based on ground
Lower SEA LEVEL VARIATION and displacement monitoring data, determine the method and technology of such slope dynamic stability coefficient.
Background technology
Landslide is current natural calamity and the important research content in environmental science, from the point of view of geological disaster,
Landslide be it is a kind of it is common take place frequently, it is widely distributed and with high risks geological disaster, usually to the development of the national economy and the people
Lives and properties all bring huge loss.It is well known that groundwater environment change be induced Landslides main formation mechenism with
Reason.According to statistics, the landslide for causing groundwater environment change to induce by rainfall accounts for the 70% of landslide sum.In recent years, with dampening
The construction and retaining of the development of sharp engineering, the particularly Three Gorges Projects, the change of reservoir level cause groundwater environment change and
The landslide of formation also receives much concern, therefore, how scientific and effective to the accurate estimation of stability of such water induction type side slope progress
And early warning is by with important scientific meaning and engineering application value.
The key problem of Slope Stability Evaluation is the selection of evaluation method and the determination of stability criteria.At present, on side
In Slope Stability Evaluation and Landslide Hazards monitoring and warning and prevention and controls, most widely used prediction and evaluation method is the limit
Balance mechanics evaluation assessment and displacement time series predicted method.Limiting equilibrium evaluation method is built upon slope instability mechanism and stress condition
Mechanics evaluation model on the basis of clear and definite is actually steady with side slope with clear and definite INSTABILITY CRITERION, i.e. coefficient of stability Fs=1
Determine coefficient whether be more than or equal to 1 or the degree more than 1 differentiate whether side slope stable and degree of stability.But the evaluation of limiting equilibrium
The model that method is set up is the static evaluation model of no time parameter, and such method needs accurately determine various things first
Mechanics parameter and slip boundary condition are managed, therefore Mobile state can not be entered to the stability of rain-induced landslide with Static Assessment Method
Evaluate and monitoring and warning, and in Slope Stability Evaluation, especially in large complicated slopes structure and the side slope of material composition
Want correct amount to measure these physical and mechanical parameters in estimation of stability and also there is very big difficulty with slip boundary condition, or at all
Do not accomplish, so as to easily make its evaluation result distortion or cause erroneous judgement.Compared with limiting equilibrium evaluation assessment, displacement time series Forecasting Methodology
It is based on landslide displacement monitoring, with displacement parameter (displacement, rate of displacement, displacement rate of acceleration) and its becomes that to be turned to side slope steady
Whether determine the Prediction Parameters and interpretational criteria with degree of stability.Its displacement (deformation) monitoring has precision height, easily implemented, and reflection
The advantages of slope stability state integrates directly perceived, so such method is overcoming the deficiency of limiting equilibrium Mechanical Method to a certain degree
With limitation, and it is widely used in China's Important Project landslide areas and has played important function.But displacement time series
Forecasting Methodology reflects Landslide Deformation and changed with time trend and rule, and majority is that the displacement based on mathematical statistics rule is apparent
Mathematics appraisal, so such evaluation model can only typically explain Landslide Deformation displacement process and rule, and does not explain and draws
The deformation on landslide and the formation mechenism of unstability and mechanics reason are played, and does not stablize unified INSTABILITY CRITERION, is successfully monitored though having
Case, but because the gained rule of time series analysis is not based on mechanism, it predicts the outcome often with very big probable
Property.
The content of the invention
In order to overcome the above mentioned problem that prior art is present, it is an object of the present invention to provide a kind of be based on underground
The slope dynamic stability coefficient determination method of water level and displacement monitoring, spy is proposed Landslide Groundwater position and displacement or displacement speed
Rate monitor and integrate simultaneously, with this determination and sets up Landslide Groundwater and displacement or the coupling integration power of rate of displacement
Prediction Parameters, and with the general principle of damage mechanics, find steady in the dynamic Forecast parameter and conventional stability evaluation method
The quantitative relationship of qualitative coefficient.
A kind of slope dynamic stability coefficient determination method based on level of ground water and displacement monitoring that the present invention is provided, it
Including step in detail below：
(1) 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 is supervised
Measurement equipment：Wireless GPS displacement monitoring equipments (see Fig. 2)；
2. in the domatic arrangement monitoring point of main sliding face correspondence of monitoring side slope, arrived according to domatic actual landform in trailing edge rupture wall
Leading edge cuts the domatic equidistant N number of monitoring point for laying domatic change in displacement of mouth, and N is the integer more than or equal to 1；Slided in monitoring
Stable basement rock or the region arrangement displacement monitoring datum mark without deformation, no less than 3, form control net beyond slopes；
3. water table measure method：The monitoring location selected in side slope is drilled, and drilling depth should reach basement rock
Below face or level of ground water over the years, pressure type water gauge is set in foot of hole, and extra gas is set simultaneously on domatic
Press compensation device, the change of common monitoring level of ground water；
4. slope displacement monitoring method：Laid in displacement monitoring criteria point position and side slope drilling monitoring location wireless
GPS displacement monitoring equipments；Ensure that embedded slope displacement variation monitoring equipment is combined closely with landslide surface layer, to monitoring point water
Flat, vertical displacement changing value is monitored；
5. precision is monitored in real time to Landslide Groundwater position with displacement at a time interval, while recording level of ground water
With displacement monitoring data, and long-range monitoring room is transferred to Monitoring Data by side slope place data-signal collector, to monitoring
Data carry out classification pretreatment.
(2) Landslide Groundwater power unloads the determination of loading parameter and dynamic respond parameter
1. level of ground water unloads the determination of loading parameter
Statistical analysis and the predetermined period on landslide are determined according to Monitoring Data, and based on statistical analysis and predetermined period
Predict unit statistics certain month level of ground water H in landslideiWith preceding moon level of ground water Hi-1Difference DELTA H：
Δ H=Hi-Hi-1Formula (1)
Δ H in formula (1) is unloaded into loading standard as hydrodynamic force.As Δ H ＞ 0, judge to be loading to landslide；As Δ H
During ＜ 0, judge to be unloading to landslide；Δ H is counted by each loading positive and negative values of unloading for unloading loading cycle respectively and taken it
Average value, can respectively obtain and unload the level of ground water of loadingsequence and unload loading parameterAnd
2. the determination of loading response parameter is unloaded in displacement
In unit statistical analysis and predetermined period, its load deflection response parameter of unloading come down is then with displacement acceleration
A is equal on the basis of zero, minus to unload response, is loading response more than zero, slope displacement acceleration is pressed respectively
Unload loading response positive and negative values to be counted and take average, can obtain unloading the displacement acceleration response average of loadingsequenceWith
(3) Landslide Groundwater power unloads the determination of load deflection response ratio parameter
1. the determination of loading responsiveness is unloaded on landslide
It is theoretical based on modern nonlinear science, by slope displacement acceleration unloading response averageIts corresponding underground water
Position unloading averageThe ratio between be defined as side slope power unloading dynamic respond rate χ-, by slope displacement acceleration loading response average
Its corresponding level of ground water loads averageThe ratio between be defined as side slope power load deflection responsiveness χ+, i.e.,：
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 loading response ratio definition, it may be determined that slope underground water position power unload loading
Dynamic respond is than parameter：
Formula (4)
(4) determination of water induction type landslide dynamic stability property coefficient
1. determination of the side slope damage variable with unloading loading response ratio parameter quantitative relation
According to the principle of the invention (2), its damaging parameter D and the quantitative relationship for unloading loading response ratio parameter are as follows：
Dt=1- γtFormula (5)
Formula (5) shows that unloading between loading response ratio γ and its damaging parameter D for material of rock and soil is present correspondingly
Quantitative relationship.
2. the determination of water induction type landslide dynamic stability property coefficient
The quantitative relationship of the stability coefficient determined according to damage variable in slope project and limiting equilibrium evaluation assessmentAnd formula
(5) it can determine that water induction type landslide dynamic stability property coefficient is：
Formula (6)
Formula (6) shows, unloads the corresponding relation existed between loading response ratio and stability of slope coefficient one by one.
(5) determination of water induction type landslide failure early warning criterion
In the real work that preventing land slide and its engineering investigation are designed, generally a safety storage is set to stability coefficient
It is standby to obtain a safety coefficient K as its stability whether criterion.According to slope stability significance level and slope geological bar
Part complexity and《Hazards control engineering investigation specification》(DB50/143-2003) and《Hydraulic and Hydro-Power Engineering Slope Design
Specification》Etc. (SL386-2007) specification, can integrate the safety factor of stability K for determining slope, such as K=1.3,1.25,1.15；It is logical
Cross the slope dynamic stability coefficient F to being determined in above-mentioned stepstCompared with conventional security COEFFICIENT K, can be fast and accurately right
Water induction type side slope carries out dynamic early-warning evaluation and the Treatment design of stability, that is, works as FtDuring >=K, side slope is in stable state；
Work as FtDuring≤k, side slope plays pendulum.
The general principle of the present invention is as follows：
1st, the definition of loading response ratio parameter is unloaded
Modern nonlinear science theory thinks, same thing, in different developing evolution stages, what it was disturbed to external world
Response is different.If by the various extraneous factors that can suffer from during landslide development, such as rainfall, reservoir level become
Dynamic, Human dried bloodstains etc. are commonly referred to as generalized load effect, and are represented with M；Produced after slope is subjected into generalized load effect
Raw response (such as displacement, strain, sound emission state variable) is defined as R, then the relation between generalized load and system response
See accompanying drawing 3.If load increment is Δ M, corresponding response increment is Δ R, defines responsiveness χ and is：
Formula (7)
Make χ-With χ+Unloading and loading responsiveness are represented respectively.System is in stable state during load very little, at this moment its R and M
Between be linear or linear approximate relationship, responsiveness χ during loading+Responsiveness χ during with unloading-It is of substantially equal；If load is not
Disconnected increase, moves closer to critical value Mcr, i.e., when system tends to be unstable, and its responsiveness increases with load and constantly increased；When being
During unstability of uniting, X+→∞.This explanation, when system closes on unstability, even extremely small load action can all produce system
Violent response.The constant stable state due to system is kept to differ even if therefore being loaded load increment to nonlinear system
Its responsiveness of sample also has very big difference, and the bigger system of responsiveness is closer to unstability.In order to find out more generally rule, definition is unloaded
Load response ratio：
Formula (8)
In formula：ΔR-With Δ R+Respectively unloading response increment and loading respond increment；ΔM-With Δ M+Respectively unloading increases
Amount and loading increment.For elastic system, χ+=χ-=c, so γ=1；But for nonlinear system, γ values are then steady with system
Determine state different and change.When system is in stable state, γ=1；When system deviates stable state, γ ＜ 1；Work as system unstability
When, γ → 0.What therefore γ values can be quantified portrays nonlinear system stability degree, can also be lost as nonlinear system
The criterion surely forecast.
2nd, damage variable and the quantitative relationship of loading response ratio parameter is unloaded from the point of view of damage mechanics, landslide was bred
Journey is exactly the damage development process of slopes material.In damage mechanics, damage process can use damaging parameter D with degree of injury
Quantitatively to portray and describe, its size is defined as the deformation modulus E of material rate of change, i.e.,：
Formula (9)
E in formula0For the modulus of original state (not damaging), E is the modulus being damaged.When material is not damaged, E=E0, D=
0；When material is destroyed completely, E=0, D=1.
It is the ratio between strain and stress of unloading phase slopes and load phase slope that what the present invention was used, which unloads loading response ratio,
The ratio of the ratio between the strain and stress of body.I.e.
Initial elastic modulus E is typically approximately equal in view of modulus of the material in unloading0, i.e. E-=E0, and E+=E, in
It is to have：
Formula (11)
As γ=1, D=0；Illustrate that material is without damage, in stable state；As γ → 0, D=1；Illustrate material
Damage completely.
3rd, the failure by shear of the quantitative relationship slope ground body of damage variable and stability coefficient is substantially Rock And Soil
Structural damage causes the final form of its change in mechanics, and shearing strength is in the research of side slope Rock And Soil damage process
Compare factor that is sensitive and easily measuring.When part Rock And Soil reaches its shearing strength, that is, occur partial destruction and general performance
It is stable；When its shearing strength is fully achieved in slope ground body, complete destruction occurs for slopes.It therefore, it can from Rock And Soil intensity
Damaging parameter D is defined in destruction meaning, is the breaking when shear stress of Rock And Soil on the potential slide surface of side slope is more than shearing strength
Bad probability, describes the destructiveness of slope ground body.In the evaluation of slope stability limit equilibrium method, stability coefficient leads to
The ratio between skid resistance and sliding force for being often defined as on the potential slide surface of side slope, describe the extent of stability of side slope.Therefore,
Stability factor of slope may be defined as limit damaging parameter D in slope projectlimWith side slope any time damaging parameter DtIt
Than that is,：
Formula (12)
In formula (12)：DtFor the damage variable of t, Dlim1 is taken for limit damage variable.
A kind of slope dynamic stability coefficient determination method based on level of ground water and displacement monitoring that the present invention is provided, its
Beneficial effect is, the change of Landslide Groundwater position and the change of landslide displacement response message and its evaluation method has been carried out organic
Coupling, the effective and reasonable dynamic stability property coefficient that side slope is determined, and according to this can side slope dynamic stability Evolution enter
The rational A+E of row, it is difficult accurate determination landslide physical and mechanical parameter both to have overcome conventional limit balance mechanics evaluation assessment
With boundary condition etc. and bring erroneous judgement or misjudge, can not quantitative description landslide while solving traditional displacement time sequence forecasting method again
The problems such as dynamic action mechanism and INSTABILITY CRITERION unified without stabilization.
Brief description of the drawings
The slope dynamic stability coefficient that Fig. 1 is the present invention determines flow chart；
Fig. 2 is that processing equipment schematic diagram is collected in the slope underground water and monitoring point for displacement of the present invention and monitoring, wherein 1 is pressure
Power formula water-level gauge, 2 be atmospheric pressure compensated equipment, and 3 be monitoring point for displacement, and 4 be change in displacement monitoring device, 5 be monitoring criteria point and
Equipment, 6 be data acquisition equipment, and 7 be long-range monitoring room；
Fig. 3 is generalized load and the graph of a relation of system response during slope evolution of the invention；
Fig. 4 is certain side slope and its monitoring point schematic diagram of the embodiment of the present invention；
Fig. 5 is that certain side slope F points of the embodiment of the present invention unload loading response ratio curve map；
Fig. 6 is certain side slope F point stability coefficient curve maps of the embodiment of the present invention.
Embodiment
With reference to the accompanying drawings, in conjunction with the embodiments, the side slope based on level of ground water and displacement monitoring that the present invention is provided is moved
State stability coefficient assay method, is described in detail.
Embodiment
It is further as embodiment using certain water induction type landslide induced below in conjunction with the accompanying drawings in order to preferably illustrate the present invention
Describe in detail, the landslide area of the landslide induced is 0.73km2, volume about 3 × 107m3, deposit with collapse (slope) accumulate shiver stone
Press from both sides based on clay, subterrane face is Silurian sand, shale, and form is more complicated, in the presence of groundwater environment change in
On June 12nd, 1985 is destroyed.The monitoring time on the present embodiment landslide destroys in January, 1978 to landslide failure, this hair
Bright slope dynamic stability coefficient determines flow as shown in figure 1, specific implementation step is as follows：
The first step：Monitor 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 is supervised
Measurement equipment：Wireless GPS displacement monitoring equipments (see Fig. 2)；
2. according to the main skating area in the landslide and trailing edge tension fracture, cut the key positions such as mouth and feature and landslide banding point
Cloth and basement rock exposure are in the situation of both sides, the selection F points in slopes, (see Fig. 4), and F points are as analysis target monitoring point and set
Datum point to shift.
3. the foot of hole in the selected monitoring point F positions in landslide sets pressure type water gauge, monitors the change of level of ground water
Change；Wireless GPS displacement monitoring equipments, monitoring criteria point are laid in displacement monitoring criteria point position and side slope drilling monitoring location
Landslide displacement speed.
4. the synchronous displacement and ground with the cycle by side slope place data-signal collector to landslide by time interval of the moon
Lower water monitoring data carry out data transmission to long-range monitoring room, in monitoring room at regular intervals with the batch processing software such as Excel
The pretreatment of data is monitored, underground water place value (being shown in Table 1), slope displacement rate value and acceleration magnitude (being shown in Table 2-3) is obtained.
Second step：Determine that Landslide Groundwater power unloads loading parameter and dynamic respond parameter
1) level of ground water unloads the determination of loading parameter
According to the monitoring materials of the above-mentioned landslide area level of ground water, it is determined that the statistical analysis on landslide is one with predetermined period
Year, with certain a month level of ground water H for unloading loading cycleiWith preceding moon level of ground water Hi-1Difference DELTA H be foundation, as Δ H ＜ 0
When be determined as unloading, be determined as loading during Δ H ＞ 0, thus just obtained groundwater effect cycle unload loading month and
Unload loading interval, unload that loading is interval according to hydrodynamic force, by Δ H respectively by it is each unload loading cycle year unload the positive and negative Data-Statistics of loading
And its average is taken, it is discriminable to unload loadingsequence to level of ground waterWith(being shown in Table 4).
2) determination of loading response parameter is unloaded in displacement
In unit statistical analysis and predetermined period, its load deflection response parameter of unloading come down is then with displacement acceleration
A is equal on the basis of zero, minus to unload response, is loading response more than zero.Slope displacement acceleration is pressed respectively
Unload loading response positive and negative values to be counted and take average, can obtain unloading the displacement acceleration response average of loadingsequenceWith
(being shown in Table 4).
Certain Landslide Groundwater of table 1 position tables of data (unit：mm)
Certain the landslide F points month rate of displacement (unit of table 2：mm/s)
Certain the landslide F points month displacement rate of acceleration (unit of table 3：mm/s2)
Unloading for certain the landslide F point of table 4 loads parameter and unloads loading response parameter
Note：It is mm to unload loading Parameter units；Dynamic respond value unit is the mm/ months 2.
3rd step：Landslide Groundwater power unloads the determination of load deflection response ratio parameter
By in table 4Sequence substitutes into landslide induced and unloaded in loading response ratio forecast model formula (4), obtains
To late Archaean monitoring point F unload loading response ratio time series (being shown in Table 5) and unload loading response ratio time plot (see figure
5)。
The loading of unloading of certain the landslide F point of table 5 responds ratio
4th step：The determination of landslide dynamic stability property coefficient
1) determination of the side slope damage variable with unloading loading response ratio parameter quantitative relation
Unloading for side slope loads response ratio parameter and side slope damaging parameter D and unloads loading response ratio parameter in foundation step 2
Quantitative relationship Dt=1- γtThe loss variable such as table 6 of side slope can be obtained：
Table 6：The damage variable value of certain landslide F point
2) determination of water induction 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)
The size (being shown in Table 7) and stability coefficient time-sequence curve chart of water induction type landslide dynamic stability property coefficient can be determined (see Fig. 6)：
Table 7：The stability coefficient of certain landslide F point
5th step：The reality that the determination of water induction type landslide failure early warning criterion is designed in preventing land slide and its engineering investigation
In work, generally to stability coefficient set a safety stock obtain a safety coefficient K as its stability whether sentence
According to.According to slope stability significance level and slope geological complicated condition degree and《Hazards control engineering investigation specification》
(DB50/143-2003) and《Hydraulic and Hydro-Power Engineering Slope Design specification》Etc. (SL386-2007) specification, can integrate and determine slope
Safety factor of stability K=1.25.Pass through the slope dynamic stability coefficient F to being determined in above-mentioned stepstWith conventional security system
Number K=1.25 compares, and the dynamic early-warning evaluation and improvement that stability can be fast and accurately carried out to water induction type side slope are set
Meter.
F point stability factor of slope according to being obtained in step 4 can be drawn：The side slope was at 1978 to 1984 terms
Between stability coefficient gradually reduce, but be all higher than Slope Design safety coefficient K=1.25, illustrate that the slope stability is reduced always
But in stable state；The stability coefficient of side slope is reduced and less than design safety factor (DSF) K suddenly during 1984 to 1985
=1.25, illustrate that the side slope there occurs larger damage and failure during this and finally destroy unstability.It is above-mentioned steady to the actual side slope
The Calculation results of qualitative coefficient are coincide substantially with side slope actual displacement and unstability rule, show to unload with the non-linear dynamic
It is effective to load stability factor of slope determined by response ratio parameter and unstability early warning criterion, with stronger prediction
Forecast function and practical value.
Claims (1)
1. a kind of slope dynamic stability coefficient determination method based on level of ground water and displacement monitoring, it is characterised in that：It is wrapped
Include step in detail below：
First, 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 is set
It is standby：Wireless GPS displacement monitoring equipments；
2. in the domatic arrangement monitoring point of main sliding face correspondence of monitoring side slope, wall is ruptured to leading edge in trailing edge according to domatic actual landform
The domatic equidistant N number of monitoring point for laying domatic change in displacement of mouth is cut, N is the integer more than or equal to 1；In monitoring slip mass
Stable basement rock or the region arrangement displacement monitoring datum mark without deformation, no less than 3, form control net in addition；
3. water table measure method：Side slope select monitoring location drilled, drilling depth should reach bedrock surface or
Below person's level of ground water over the years, pressure type water gauge is set in foot of hole, and set extra air pressure to mend simultaneously on domatic
Device is repaid, the change of common monitoring level of ground water；
4. slope displacement monitoring method：Wireless GPS is laid in displacement monitoring criteria point position and side slope drilling monitoring location
Move monitoring device；Ensure that embedded slope displacement variation monitoring equipment is combined closely with landslide surface layer, to monitoring point level with
Vertical displacement changing value is monitored；
5. precision is monitored in real time to Landslide Groundwater position with displacement at a time interval, while recording level of ground water and position
Monitoring Data is moved, and long-range monitoring room is transferred to Monitoring Data by side slope place data-signal collector, to Monitoring Data
Carry out classification pretreatment；
2nd, Landslide Groundwater power unloads the determination of loading parameter and dynamic respond parameter
1. level of ground water unloads the determination of loading parameter
Statistical analysis and the predetermined period on landslide are determined according to Monitoring Data, and based on statistical analysis and predetermined period, in advance
Survey unit statistics certain month level of ground water H in landslideiWith preceding moon level of ground water Hi-1Difference DELTA H：
Δ H=Hi-Hi-1Formula (1)
Δ H in formula (1) is unloaded into loading standard as hydrodynamic force；As Δ H>When 0, judge to be loading to landslide；As Δ H<When 0,
Judge to be unloading to landslide；Δ H is counted by each loading positive and negative values of unloading for unloading loading cycle respectively and is taken its average value,
It can respectively obtain and unload the level of ground water of loadingsequence and unload loading parameterWith
2. the determination of loading response parameter is unloaded in displacement
In unit statistical analysis and predetermined period, its load deflection response parameter of unloading come down is then with displacement acceleration a etc.
It is minus for unloading response on the basis of zero；It is loading response more than zero；By slope displacement acceleration respectively by unloading
Loading response positive and negative values are counted and take average, can obtain unloading the slope displacement acceleration unloading response average of loadingsequence
Response is loaded with slope displacement acceleration
3rd, Landslide Groundwater power unloads the determination of load deflection response ratio parameter
1. the determination of loading responsiveness is unloaded on landslide
It is theoretical based on modern nonlinear science, by slope displacement acceleration unloading response averageIts corresponding level of ground water is unloaded
Carry averageThe ratio between be defined as side slope power unloading dynamic respond rate responsiveness χ-, slope displacement acceleration is loaded into responseIts corresponding level of ground water loads averageThe ratio between be defined as side slope power load deflection responsiveness χ+, i.e.,：
2. Landslide Groundwater power unloads the determination of load deflection response ratio parameter
According to formula (2) and formula (3) and unload loading response ratio definition, determine slope underground water position power unload load deflection sound
Should be than parameter：
In formula：ΔR-With Δ R+Respectively unloading response increment and loading respond increment；ΔM-With Δ M+Respectively unloading increment and
Load increment；
4th, the determination of water induction type landslide dynamic stability property coefficient
1. determination of the side slope damage variable with unloading loading response ratio parameter quantitative relation
Damaging parameter D and the quantitative relationship for unloading loading response ratio parameter are as follows：
Dt=1- γtFormula (5)
Formula (5) shows that unloading between loading response ratio γ and its damaging parameter D for material of rock and soil has one-to-one quantify
Relation；
2. the determination of water induction type landslide dynamic stability property coefficient
The quantitative relationship of the stability coefficient determined according to damage variable in slope project and limiting equilibrium evaluation assessmentWith
Formula (5) can determine that water induction type landslide dynamic stability property coefficient is：
Formula (6) shows, unloads and there is one-to-one relation between loading response ratio and stability of slope coefficient；
5th, the determination of water induction type landslide failure early warning criterion
In the real work that preventing land slide and its engineering investigation are designed, generally set a safety stock to stability coefficient and obtain
It is multiple according to slope stability significance level and slope geological condition to a safety coefficient K as its stability whether criterion
Miscellaneous degree and《DB50/143-2003 hazards control engineering investigation specifications》With《SL386-2007 Hydraulic and Hydro-Power Engineering side slopes
Design specification》, the safety factor of stability K for determining slope can be integrated, it is dynamic by being come down to the water induction type determined in above-mentioned steps
State stability coefficient FtCompared with conventional security COEFFICIENT K, stability fast and accurately can be carried out to water induction type side slope and moved
State Alarm Assessment and Treatment design, that is, work as FtDuring >=K, side slope is in stable state；Work as FtDuring≤K, side slope is in unstable shape
State.
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