CN109255177A - To the determination method of load action slope stability status - Google Patents
To the determination method of load action slope stability status Download PDFInfo
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- CN109255177A CN109255177A CN201811017877.6A CN201811017877A CN109255177A CN 109255177 A CN109255177 A CN 109255177A CN 201811017877 A CN201811017877 A CN 201811017877A CN 109255177 A CN109255177 A CN 109255177A
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Abstract
The invention discloses the determination methods to load action slope stability status.Determine that landslide unsaturation soil body physical and mechanical parameter, side slope sliding surface position that may be present carry out assuming sliding surface length it is assumed that finding out by During Geotechnical Tests, angle of any point to load both ends on sliding surface；It establishes based on the coefficient of stability computation model under load action, landslide form mechanism coefficient is calculated；According to calculated result, Slope Stability character state is evaluated, and takes different reinforcement measures for different slope stability state side slopes.The beneficial effects of the invention are as follows forecast reliability, accuracy and science is improved, technical support is provided for the stability analysis and monitoring and warning of load action slope.
Description
Technical field
The invention belongs to technical fields of preventing and reducing natural disasters, and are related to a kind of based on the stability of slope sex determination for improving Felenius method
Method.
Background technique
Correlative study is made for the evaluation method domestic and foreign scholars of top of the slope load slope stability, often by means of limited
First method for numerical simulation makes a concrete analysis of the impact on slope stability such as top of the slope load, action mode, has found
Built-loading size, active area, base form, load form impact on slope stability, but in side slope modeling process
In be related to more parameter assignment and assume to bring certain difficulty to Slope Stability Evaluation.On theory analysis, pole
Limit balancing method is widely used in the evaluation of slope stability, and method is simple.But traditional limit equilibrium method can not deposit top of the slope
It is directly analyzed, is had some limitations in the stability of slope implementations of load.Many scholars propose in succession again will be fixed
The method that property is combined with quantitative analysis, as fuzzy comprehensive evaluation method, Attribute Measure method of identification, reliability (probability) analytic approach,
Artificial Neural Network[20], grey clustering method, catastrophe theory etc., the most commonly used is fuzzy comprehensive evaluation methods, at it
Also there are many applications for his engineering field.But the selection of membership function has subjectivity, different people or use in fuzzy comprehensive evoluation
The degree of membership of different judgment criterias, each element obtained is also not quite similar.Meanwhile fuzzy mathematics classification results take greatly taking
Many intermediate value informations are had lost in small operation, it is unclear classification occur, cannot compare the phenomenon that more fine classifying degree.
When load action and foundation surface, the big minor principal stress situation of certain point being subject to can be moulded according to ground in ground
The solution procedure of the absorbing boundary equation of property deformed area obtains.This is put the point being regarded as on slope sliding face by the present invention, and will sliding
Regard as the set of such point in face.Using mole-Coulomb block effect is available with unit load, load action face size and load
Active position and sliding surface distance are the relational expression of parameter, have been obtained in conjunction with Felenius method using load factor as parameter
Slope Stability Evaluation equation, method is simple and is suitable for the slope stability under the influence of top of the slope load and sentences.
Summary of the invention
The purpose of the present invention is to provide the determination methods to load action slope stability status.The present invention is used
Technical solution be to follow the steps below:
Step 1: landslide unsaturation soil body physical and mechanical parameter is determined by During Geotechnical Tests, parameter includes that the soil body is effectively interior
Angle of frictionSoil body effective cohesion intercept c', soil body nature bulk density γ；
Step 2: side slope sliding surface position that may be present carries out assuming sliding surface length L, sliding surface it is assumed that finding out
Angle β of the upper any point to load both ends；
Step 3: it establishes based on the coefficient of stability computation model under load action, landslide form mechanism coefficient is calculated；
Step 4: according to calculated result, Slope Stability character state is evaluated, for different slope stability states
Side slope takes different reinforcement measures.
Further, load directly acts on top of the slope in step 2, and wherein top of the slope load is P, and load action face size is m.
Further, step 2 method is as follows: (1) assuming that sliding surface range is to slide at slope foot to a distance at top of the slope
Dynamic face is equal as the angle β at any point to load both ends on the different length L and sliding surface corresponding to it in the position at top of the slope
It is not identical；(2) on the top of the slope load position L and sliding surface corresponding to it different from sliding surface top of the slope position any point to lotus
The angle β for carrying both ends is all different.
Further, load action lower slider face shearing strength everywhere and suffered shear stress are based on and rub in step 3
That-Coulomb block effect, whole stability factor of slope, which calculates, under load action is based on Felenius method, specifically counts as follows
It calculates:
(1) according to Elasticity and mole-Coulomb block effect calculate sliding surface shearing strength and suffered shear stress, root
According to elastic theory, the big minor principal stress generated at O point is respectively as follows:
If O point is a positive direction unit, according to mole-Coulomb block effect, then the suffered shear stress and shearing strength minute at O point
Not are as follows:
Wherein,
In formula, c is soil body cohesive strength；The soil body is internal friction angle；ɑ is the angle of big minor principal stress；Above formula is carried out whole
Reason obtains the built-loading effect point place lower slider face O by shear stress and shearing strength expression formula:
Assuming that O is square unit, unit 1, so big minor principal stress angle is 45 °, then suffered by sliding surface certain point
Shear stress and shearing strength indicate are as follows:
(2) it is calculated according to Felenius method Slope Stability property coefficient:
X is angle beta, and β value range is β1~β2, G is soil body gravity G1=mg；α is the gradient；L is sliding surface length；Side slope
Safety coefficient:
β1Positioned at top of the slope, then β1It is 0 °, then above formula is reduced to
Further, in step 4 Landslide Stability state be according to Landslide Stability state demarcation as defined in standardizing, according to
Landslide Stability is divided into 1.15 < K of stable state by specification regulation, basicly stable state 1.05 < K < 1.15, and understable 1 < K of state <
1.05, unstable state K < 1 four state.
The present invention according to mole-Coulomb block effect, theory of elastic mechanics and Felenius method, in conjunction with sliding surface in different location
The coefficient of stability of the situation of change side slope of lower β and sliding surface length l is solved, and is built with standardizing defined stability status
Based on vertical warning index, realization determines load action slope stability status.Theoretical method of the present invention is reliable, meter
It is convenient to calculate science, warning index is based on specification, solves the judgement of the following slope stability of load action.Since method is to different cunnings
Dynamic face carries out it is assumed that improving forecast reliability, accuracy and science again simultaneously.The present invention can be directly following for load action
The stability analysis on slope and monitoring and warning provide technical support.
Detailed description of the invention
Fig. 1 is upper side slope model under built-loading；
Fig. 2 is loess building slope sectional view.
Specific embodiment
The present invention is described in detail With reference to embodiment.
Fig. 1 is upper side slope model under built-loading.In figure, O is the certain point on sliding surface；Z is slope surface to sliding surface
The vertical range of certain upper point.
It is 5 floor residential building that somewhere, which prepares construction one, and basis uses strip footing, and building is in the design phase.Slope is high
To being gradually increased from NW trending to east southeast, Fig. 2 is sectional view corresponding to engineering, and the stability status of analysis of slope confirms side
Whether slope needs reinforcement processing.
Approximatively regard slope surface as straight line in Fig. 2.The building strip footing edge is to side slope slope edges line
Distance AB=15m；Building foundation form is strip footing, foundation length BC=10m；Strip footing design load P=
100kN/m.The high 13m of the Slope；40 ° of slope angle.Due to no clear sliding surface position, the O that sets up an office herein is sliding surface one
End, this point remain constant, and sliding surface another point is in top of the slope position, if AA' is another endpoint of sliding surface in Fig. 2, if AA'
For 2m, 4m, 6m, 8m, 10m, 12m, 14m and 15m, the stabilization of different sliding surface slopes is sought using Felenius method is improved
Property coefficient.Slope ground body is completely decomposed sandstone and intense weathering soft rock, and it is as shown in table 1 that physical and mechanical parameter calculates value.
1 slope soil physical and mechanical parameter of table
It is available by simple mathematical computations: β=5.27 °, and sliding surface length and other parameters such as 3 institute of table
Show.According to stability factor of slope corresponding to the available different sliding surfaces of Felenius method is improved, as shown in table 2.
Stability factor of slope corresponding to the different sliding surfaces of table 2
From table 2 it can be seen that sliding surface length increases therewith with the increase of top of the slope sliding surface end and slope shoulder distance,
And slide mass gravity is consequently increased.According to " Technique Code for Building Slope Engineering " (GB 50330-2013) by slope stability
Side slope state of the coefficient less than 1.05 be regarded as it is understable, thus work as top of the slope sliding surface end and slope shoulder distance side between 6~8m
Slope has just had unstability dangerous.Utilize FLAC3DThe stability coefficient of the engineering is calculated, calculated result 1.02, is slided
Face position is to illustrate reasonability of the inventive method in engineering construction at D=15m.
The above is only not to make limit in any form to the present invention to better embodiment of the invention
System, any simple modification that embodiment of above is made according to the technical essence of the invention, equivalent variations and modification,
Belong in the range of technical solution of the present invention.
Claims (5)
1. the determination method of pair load action slope stability status, it is characterised in that the following steps are included:
Step 1: landslide unsaturation soil body physical and mechanical parameter is determined by During Geotechnical Tests, parameter includes the effectively interior friction of the soil body
AngleSoil body effective cohesion intercept c', soil body nature bulk density γ；
Step 2: side slope sliding surface position that may be present carries out assuming that sliding surface length L, sliding surface take up an official post it is assumed that finding out
A little arrive the angle β at load both ends；
Step 3: it establishes based on the coefficient of stability computation model under load action, landslide form mechanism coefficient is calculated；
Step 4: according to calculated result, Slope Stability character state is evaluated, for different slope stability state opposite side
Take different reinforcement measures in slope.
2. according to described in claim 1 to the determination method of load action slope stability status, it is characterised in that: the step
Load directly acts on top of the slope in rapid two, and wherein top of the slope load is P, and load action face size is m.
3. according to described in claim 2 to the determination method of load action slope stability status, it is characterised in that: the step
Rapid two method is as follows: (1) assuming that sliding surface range is to a distance at top of the slope at slope foot, sliding surface is due at top of the slope
The angle β at any point to load both ends is all different on the different length L and sliding surface corresponding to it in position；(2) top of the slope load
On the active position L and sliding surface corresponding to it different from sliding surface top of the slope position any point to load both ends angle β not
It is identical.
4. according to described in claim 1 to the determination method of load action slope stability status, it is characterised in that: the step
Load action lower slider face shearing strength everywhere and suffered shear stress are based on mole-Coulomb block effect, load in rapid three
The lower whole stability factor of slope of effect, which calculates, is based on Felenius method, specifically calculates as follows:
(1) according to Elasticity and mole-Coulomb block effect calculate sliding surface shearing strength and suffered shear stress, according to bullet
Property it is theoretical, the big minor principal stress generated at O point is respectively as follows:
If O point be a positive direction unit, according to mole-Coulomb block effect, then the suffered shear stress at O point and shearing strength difference
Are as follows:
Wherein,
In formula, c is soil body cohesive strength；The soil body is internal friction angle；ɑ is the angle of big minor principal stress；Above formula arrange
To the built-loading effect point place lower slider face O by shear stress and shearing strength expression formula:
Assuming that O is square unit, unit 1 is then cut suffered by sliding surface certain point and is answered so big minor principal stress angle is 45 °
Power and shearing strength indicate are as follows:
(2) it is calculated according to Felenius method Slope Stability property coefficient:
X is angle beta, and β value range is β1~β2, G is soil body gravity G1=mg；α is the gradient；L is sliding surface length；Side slope safety
Coefficient:
β1Positioned at top of the slope, then β1It is 0 °, then above formula is reduced to
5. according to described in claim 1 to the determination method of load action slope stability status, it is characterised in that: the step
Landslide Stability state is provided according to specification by landslide form mechanism according to defined Landslide Stability state demarcation is standardized in rapid four
Property be divided into stable state 1.15 <
K, basicly stable state 1.05 < K < 1.15, understable state 1 < K < 1.05, unstable state K < 1 four state.
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Cited By (4)
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| CN109918790A (en) * | 2019-03-08 | 2019-06-21 | 山西路恒交通勘察设计咨询有限公司 | A kind of judgment method suitable for top of the slope load and the following slope stability of rainfall |
| CN111310356A (en) * | 2020-03-04 | 2020-06-19 | 山西水务集团建设投资有限公司 | Reverse-arch retaining wall stability evaluation method suitable for loess slope reinforcement |
| CN111310392A (en) * | 2020-03-04 | 2020-06-19 | 青岛理工大学 | Method for evaluating unstable area amplification effect of foundation pit excavation slope |
| CN113449369A (en) * | 2021-07-06 | 2021-09-28 | 合肥市市政设计研究总院有限公司 | Tunnel face slope stability analysis method based on pipe curtain support system |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109918790A (en) * | 2019-03-08 | 2019-06-21 | 山西路恒交通勘察设计咨询有限公司 | A kind of judgment method suitable for top of the slope load and the following slope stability of rainfall |
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| CN111310356A (en) * | 2020-03-04 | 2020-06-19 | 山西水务集团建设投资有限公司 | Reverse-arch retaining wall stability evaluation method suitable for loess slope reinforcement |
| CN111310392A (en) * | 2020-03-04 | 2020-06-19 | 青岛理工大学 | Method for evaluating unstable area amplification effect of foundation pit excavation slope |
| CN111310356B (en) * | 2020-03-04 | 2023-08-11 | 山西水务集团建设投资有限公司 | Stability evaluation method of inverted arch retaining wall suitable for loess slope reinforcement |
| CN113449369A (en) * | 2021-07-06 | 2021-09-28 | 合肥市市政设计研究总院有限公司 | Tunnel face slope stability analysis method based on pipe curtain support system |
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