CN109255177B - Method for determining slope stability state under load action - Google Patents

Method for determining slope stability state under load action Download PDF

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CN109255177B
CN109255177B CN201811017877.6A CN201811017877A CN109255177B CN 109255177 B CN109255177 B CN 109255177B CN 201811017877 A CN201811017877 A CN 201811017877A CN 109255177 B CN109255177 B CN 109255177B
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slope
load
sliding surface
stability
point
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燕建龙
赵晓光
赵治海
王军
徐张建
程勇
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NORTHWEST RESEARCH INSTITUTE OF ENGINEERING INVESTIGATIONS AND DESIGN
Xian University of Science and Technology
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Abstract

The invention discloses a method for judging the stability state of a slope under the action of a load. Determining physical and mechanical parameters of a landslide unsaturated soil body through a rock-soil test, assuming the position of a sliding surface possibly existing on the landslide, and calculating the length of the assumed sliding surface and an included angle from any point on the sliding surface to two ends of a load; establishing a stability coefficient calculation model based on the load effect, and calculating the landslide stability coefficient; and evaluating the slope stability state according to the calculation result, and taking different reinforcement measures for the slope according to different slope stability states. The method has the advantages of improving the reliability, accuracy and scientificity of forecasting and providing technical support for the stability analysis and monitoring early warning of the side slope under the action of load.

Description

Method for determining slope stability state under load action
Technical Field
The invention belongs to the technical field of disaster prevention and reduction, and relates to a slope stability judgment method based on an improved Felenius method.
Background
Scholars at home and abroad make relevant researches on the evaluation method of slope top load slope stability, and often specifically analyze the influence of the magnitude, action form and the like of the slope top load on the slope stability by means of a finite element numerical simulation method, so that the influence of the magnitude, action area, foundation form and load form of the building load on the slope stability is found, but more parameter assignment is involved in the slope modeling process and certain difficulty is brought to the slope stability evaluation. On the basis of theoretical analysis, the limit balance method is widely used for slope stabilizationAnd the method is simple for evaluating the sex. However, the traditional limit balance method cannot directly analyze the slope stability condition with load on the top of the slope, and has certain limitations. Many scholars have successively proposed methods combining qualitative and quantitative analysis, such as fuzzy comprehensive evaluation, attribute measure recognition, reliability (probability) analysis, and artificial neural network [20] The method comprises the following steps of a gray clustering method, a mutation theory and the like, wherein the fuzzy comprehensive evaluation method is most commonly used, and the method also has many applications in other engineering fields. However, the selection of the membership function in the fuzzy comprehensive evaluation has subjectivity, and the membership degrees of the elements obtained by different people or different judgment standards are different. Meanwhile, a fuzzy mathematical classification result loses a lot of intermediate value information in the operation of taking the magnitude and the size, and the phenomena of classification unclear and incapability of classifying the degree more finely occur.
When the load acts on the surface of the foundation, the condition of the large and small main stresses applied to a certain point in the foundation can be obtained according to the solving process of the boundary equation of the plastic deformation area of the foundation. The present invention regards this point as a point on the slope sliding surface, which in turn regards the sliding surface as a collection of such points. A relational expression taking unit load, the size of a load action surface, the load action position and the sliding surface distance as parameters can be obtained by utilizing a Moore-Coulomb theory, a slope stability evaluation equation taking a load factor as a parameter is obtained by combining a Felenius method, and the method is simple and is suitable for slope stability judgment under the influence of slope top load.
Disclosure of Invention
The invention aims to provide a method for judging the stability state of a slope under the action of a load. The technical scheme adopted by the invention is carried out according to the following steps:
the method comprises the following steps: determining physical and mechanical parameters of the unsaturated soil body of the landslide through a rock-soil test, wherein the parameters comprise effective internal friction angles of the soil body
Figure GDA0003912779900000027
Effective cohesive force c' of the soil body, and natural volume weight gamma of the soil body;
step two: the method comprises the following steps of (1) assuming the position of a sliding surface possibly existing on a side slope, and solving the length L of the assumed sliding surface and an included angle beta from any point on the sliding surface to two ends of a load;
step three: establishing a stability coefficient calculation model based on the load effect, and calculating the landslide stability coefficient;
step four: and evaluating the slope stability state according to the calculation result, and taking different reinforcement measures for the slope according to different slope stability states.
And further, the load directly acts on the top of the slope in the second step, wherein the load of the top of the slope is P, and the size of the acting surface of the load is m.
Further, the method in the second step is as follows: (1) Assuming that the range of the sliding surface is a distance from the toe of the slope to the top of the slope, the length L of the sliding surface corresponding to the sliding surface is different due to different positions of the sliding surface at the top of the slope, and the included angle beta from any point on the sliding surface to the two ends of the load is different; (2) The acting position of the slope top load and the position of the slope top of the sliding surface are different, and the corresponding L and the included angle beta from any point on the sliding surface to the two ends of the load are different.
Further, the shear strength and the magnitude of the shear stress at each position of the sliding surface under the action of the load in the third step are both based on the mol-coulomb theory, and the calculation of the stability coefficient of the whole slope under the action of the load is based on a Felenius method, and is specifically calculated according to the following method:
(1) According to the elasticity theory, the large and small main stresses generated at the O point are respectively as follows:
Figure GDA0003912779900000021
Figure GDA0003912779900000022
and setting the O point as a positive direction unit, and according to the mol-coulomb theory, respectively setting the shear stress and the shear strength at the O point as follows:
Figure GDA0003912779900000023
Figure GDA0003912779900000024
wherein, the first and the second end of the pipe are connected with each other,
Figure GDA0003912779900000025
in the formula, c is soil mass cohesion;
Figure GDA0003912779900000026
the soil body is an internal friction angle; alpha is an included angle of the large and small main stresses; the above formula is arranged to obtain expressions of the shear stress and the shear strength of the O point of the sliding surface under the action of the building load:
Figure GDA0003912779900000031
Figure GDA0003912779900000032
assuming that O is a square unit with the unit of 1, so that the included angle of the large and the small principal stresses is 45 degrees, the shear stress and the shear strength applied to a certain point of the sliding surface are expressed as follows:
Figure GDA0003912779900000033
Figure GDA0003912779900000034
(2) Calculating the slope stability coefficient according to a Felenius method:
x is the angle beta, beta is in the value range of beta 1 ～β 2 G is the gravity G of the soil body 1 ＝mg；αIs a slope; l is the sliding surface length; slope safety coefficient:
Figure GDA0003912779900000035
β 1 at the top of the slope, then beta 1 At 0 deg., the above formula is simplified to
Figure GDA0003912779900000036
Further, the landslide stability states in the fourth step are landslide stability state division according to the regulation, landslide stability is divided into stable states 1.15 foot-constructed K according to the regulation, basic stable states 1.05 foot-constructed K-constructed 1.15, less stable states 1 foot-constructed K-constructed 1.05 and unstable states K <1 four states.
According to the method, the stability coefficient of the slope is solved by combining the change conditions of beta and the length l of the sliding surface under different positions according to a mole-coulomb theory, an elastomechanics theory and a Felenius method, and the stability state of the slope under the load action is judged on the basis of establishing an early warning index according to the stability state specified by a standard. The method is reliable in theoretical method, scientific and convenient in calculation, early warning indexes are based on standards, and slope stability judgment under the load action is achieved. Because the method assumes different sliding surfaces, the reliability, accuracy and scientificity of the forecast are improved. The invention can directly provide technical support for the stability analysis and monitoring early warning of the side slope under the action of load.
Drawings
FIG. 1 is a soil slope model under building load;
fig. 2 is a sectional view of a loess building slope.
Detailed Description
The present invention will be described in detail with reference to the following embodiments.
Fig. 1 is a model of a soil slope under building load. In the figure, O is a certain point on the sliding surface; z is the perpendicular distance from the slope to a point on the sliding surface.
A5-storey residential building is prepared in a certain place, a bar-shaped foundation is adopted as the foundation, and the building is in a design stage. The slope height gradually increases from the northwest direction to the southeast direction, fig. 2 is a cross-sectional view corresponding to the engineering, the stability state of the slope is analyzed, and whether the slope needs reinforcement treatment or not is confirmed.
The slope is approximately seen as a straight line in fig. 2. The distance AB =15m from the edge of the strip foundation of the building to the edge line of the top of the side slope; the building foundation is in a strip foundation form, and the length BC =10m of the foundation; design bar basis load P =100kN/m. The slope height of the side slope is 13m; the slope angle is 40 degrees. Since the position of the sliding surface is not clear, the point O is one end of the sliding surface and is always kept unchanged, the other point of the sliding surface is at the top of the slope, for example, AA 'in FIG. 2 is the other end point of the sliding surface, AA' is 2m, 4m, 6m, 8m, 10m, 12m, 14m and 15m, and the stability coefficients of the slopes under different sliding surfaces are obtained by using the modified Felenius method. The slope rock-soil body is completely weathered sandstone and strongly weathered sandstone, and the calculation values of physical and mechanical parameters are shown in table 1.
TABLE 1 physical and mechanical parameters of slope soil
Figure GDA0003912779900000041
Through simple mathematical calculation, can get: β =5.27 °, and the sliding surface length and other parameters are shown in table 2. Slope stability coefficients corresponding to different sliding surfaces can be obtained according to the improved Felenius method, and are shown in Table 2.
TABLE 2 slope stability coefficients corresponding to different sliding surfaces
Figure GDA0003912779900000042
Figure GDA0003912779900000051
As can be seen from Table 2, the sliding surface end and the shoulder follow the top of the slopeThe length of the sliding surface is increased along with the increase of the distance, and the gravity of the sliding body is also increased along with the increase of the distance. According to the technical specification of building slope engineering (GB 50330-2013), the slope state with the slope stability coefficient less than 1.05 is regarded as under-stable, so that the slope is in instability risk when the distance between the end part of the sliding surface of the top of the slope and the shoulder of the slope is between 6 and 8 m. Using FLAC 3D The stability coefficient of the engineering is calculated, the calculation result is 1.02, the position of the sliding surface is D =15m, and the rationality of the method in the engineering construction is described.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not intended to limit the present invention in any way, and all simple modifications, equivalent variations and modifications made to the above embodiments according to the technical spirit of the present invention are within the scope of the present invention.

Claims (4)

1. A method for determining a slope stability state under load action, comprising the steps of:
the method comprises the following steps: determining physical and mechanical parameters of the unsaturated soil body of the landslide through a rock-soil test, wherein the parameters comprise effective internal friction angles of the soil body
Figure FDA0003912779890000018
Effective cohesive force c' of the soil body, and natural volume weight gamma of the soil body;
step two: the method comprises the following steps of (1) assuming the position of a sliding surface possibly existing on a side slope, and calculating the length L of the assumed sliding surface and an included angle beta from any point on the sliding surface to two ends of a load;
step three: establishing a stability coefficient calculation model based on the load effect, and calculating the landslide stability coefficient;
step four: evaluating the stability state of the side slope according to the calculation result, and taking different reinforcement measures for the side slope according to different stability states of the side slope;
the shear strength and the shear stress at each position of the sliding surface under the load action in the third step are both based on the mole-coulomb theory, and the calculation of the stability coefficient of the whole slope under the load action is based on a Felenius method, and is specifically calculated according to the following method:
(1) According to the elasticity theory, the large and small main stresses generated at the O point are respectively as follows:
Figure FDA0003912779890000011
Figure FDA0003912779890000012
and setting the O point as a positive direction unit, and according to the mol-coulomb theory, respectively setting the shear stress and the shear strength at the O point as follows:
Figure FDA0003912779890000013
Figure FDA0003912779890000014
wherein the content of the first and second substances,
Figure FDA0003912779890000015
in the formula, c is soil mass cohesion;
Figure FDA0003912779890000016
the soil body is an internal friction angle; alpha is an included angle of the large and small main stresses; the above formula is arranged to obtain expressions of the shear stress and the shear strength of the O point of the sliding surface under the action of the building load:
Figure FDA0003912779890000017
Figure FDA0003912779890000021
assuming that O is a square unit with the unit of 1, so that the included angle of the large and the small principal stresses is 45 degrees, the shear stress and the shear strength applied to a certain point of the sliding surface are expressed as follows:
Figure FDA0003912779890000022
Figure FDA0003912779890000023
(2) Calculating the slope stability coefficient according to a Felenius method:
x is the angle beta, beta is in the value range of beta 1 ～β 2 G is the gravity G of the soil body 1 = mg; alpha is the gradient; l is the sliding surface length; slope safety coefficient:
Figure FDA0003912779890000024
β 1 at the top of the slope, then beta 1 At 0 deg., the above formula is simplified to
Figure FDA0003912779890000025
2. A method for determining a state of stability of a downward slope under a load according to claim 1, characterized in that: and in the second step, the load directly acts on the top of the slope, wherein the load of the top of the slope is P, and the size of the load acting surface is m.
3. A method for determining a state of stability of a downward slope under a load according to claim 2, characterized in that: the method in the second step comprises the following steps: (1) Assuming that the range of the sliding surface is a distance from the toe of the slope to the top of the slope, the length L of the sliding surface corresponding to the sliding surface is different due to different positions of the sliding surface at the top of the slope, and the included angle beta from any point on the sliding surface to the two ends of the load is different; (2) The acting position of the slope top load and the position of the slope top of the sliding surface are different, and the corresponding L and the included angle beta from any point on the sliding surface to the two ends of the load are different.
4. A method for determining a state of stability of a downward slope under a load according to claim 1, characterized in that: the landslide stability state in the fourth step is divided according to the landslide stability state specified by the specification, and the landslide stability is divided into the stable states 1.15-straw
K, basic stable state 1.05-K-type fabric (N) and (K) fabric (1.15), less stable state 1-K-type fabric (N) and (K) fabric (1.05) and unstable state K <1 four states.
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CN109918790B (en) * 2019-03-08 2023-05-12 何进 Judgment method suitable for slope stability under slope top load and rainfall effect
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
CN111310392B (en) * 2020-03-04 2021-04-27 青岛理工大学 Method for evaluating unstable area amplification effect of foundation pit excavation slope
CN113449369B (en) * 2021-07-06 2022-08-30 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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