CN113065238A - Side slope stability range determination method based on arch effect theory - Google Patents
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Abstract
The invention discloses a slope stability range determining method based on an arch effect theory, which comprises the steps of taking a most unfavorable primary bedding surface crack of a slope toe as a potential slip surface, taking a stope slope to be approximate to a vertical state, and taking foundation pit slope setting and step influence as safety reserve; the gliding component force of the side slope is regarded as uniform load; the shape of the arch axis is approximately equal to a parabola, and the clear distance between the two supporting arch feet is taken as the span of the parabola; the relationship between the width of the supporting arch springing and the thickness of the arch ring. The slope stability range determining method based on the arching effect theory is based on the soil arching effect theory, and the maximum slumping height of the slope is obtained through soil arching effect mathematical simulation calculation. The achievement is applied to define the stability influence range of the side slope under the mining action, and the safety distance of the side slope is determined, so that the practical engineering is guided, and the achievement has very important significance on the safety of the strip mine.
Description
Technical Field
The invention belongs to the technical field of surface mining, and particularly relates to a slope stability range determining method based on an arch effect theory.
Background
In open pit coal mines in China, the proportion of soft rock open pit coal mines is large, and most of the soft rock open pit coal mines have underground mining records. Whether the slope is a soil slope or a rock slope influenced by a goaf, the existence of a support arch in the slope body is an important factor influencing the stability of the slope. In the field of soil mechanics, soil arching is a phenomenon used to describe the transfer of stress through the exertion of shear strength of a soil body. The presence of the soil arching effect was confirmed by the movable door test on the taisha base (1936).
The soil arching effect is a common phenomenon in geotechnical engineering, and a plurality of scholars perform experimental and numerical research on a movable door model, and research results are used for designing a plurality of underground structures. The generation of the arching effect in the soil layer is different from that of an arching structure, and the arching structure is formed by manufacturing materials into an arch shape and plays a role of bearing pressure under the load effect; while the soil arch has its own forming process: under the action of load or self-weight, the soil body is compressed and deformed, so that uneven settlement is generated, the mutual 'wedging' action is generated among soil particles, and an 'arch effect' is generated in a certain range of soil layers. Due to the influence of the soil arching effect, the load acting on the arch body is transferred to the arch springing and the stable soil layer around the arch springing, and finally the stress in the soil body is redistributed. It should be noted that the soil arching effect is used to describe the phenomenon of stress transfer in the soil, and the process of stress transfer is realized by invoking the shear strength generated on the slip surface of the soil.
Although a great deal of research results show that the soil arch effect generally exists in practical projects such as retaining structures, pipeline projects and the like, when the soil body displacement modes are different, the stress deflection degree caused by the soil arch effect and the influence on slope deformation are different, common slope deformation damage modes mainly comprise four types of collapse, creep deformation, landslide and loosening relaxation, and Flac numerical simulation software simulates the dynamic process of the slope. A method for determining the stability range of the side slope is needed, and the deformation and damage of the side slope are researched from the soil arching effect theory, so that the stability range of the side slope is defined.
Disclosure of Invention
Based on the defects of the prior art, the technical problem solved by the invention is to provide a slope stability range determining method based on an arch effect theory, and based on the arch effect theory, a new method is provided for researching a soft rock slope deformation damage mechanism, so that the slope stability range is defined, and the method has important practical guiding significance for ensuring the safety production of mining areas.
In order to solve the technical problems, the invention is realized by the following technical scheme:
the invention provides a slope stability range determining method based on an arch effect theory, which comprises the following steps of:
s1: taking the most unfavorable native layer crack of the toe as a potential slip surface, enabling the stope side slope to be approximately in a vertical state, and taking the influence of foundation pit slope setting and steps as safe storage;
s2: the gliding component force of the side slope is regarded as uniform load, the gliding force of transition areas at two sides of the vault and the influence of the self weight of soil on the stability of the supporting arch are ignored, and the arch effect is simplified into a plane problem along the depth direction;
s3: the shape of the arch axis is approximately equal to a parabola, and the clear distance between the two supporting arch feet is taken as the span of the parabola;
s4: aiming at the red clay side slope, the distribution of the region with higher strength in the slope body is realized; when the span of the supporting arch is larger than the limit span of the supporting arch in the soil body, the arch effect disappears, and enough anti-slip force cannot be obtained to retard the slip of the slope body; when the span of the supporting arch is smaller than the limit span of the supporting arch in the soil body, the arch effect exists in the soil body, the sliding and even the collapse of the slope body can be retarded, and the temporary stability of the side slope is maintained;
s5: the relationship between the width of the supporting arch springing and the thickness of the arch ring.
Optionally, in step S4, the expression of the limit span Lmax of the support arch in the soil mass:
in the formula: h is the vertical distance from the earth surface side slope to the outer edge of the arch ring;
h1the height of a soil hole in a soil body;
gamma is the volume weight of the soil body;
k alpha is the soil pressure coefficient;
c is cohesive force;
H+h+h1the distance between the arch springing of the soil arch and the ground.
Further, in step S5, the arch ring thickness may be expressed as:
h＝kωsinα
in the formula: h is the arch ring thickness;
omega is the width of the arch springing of the supporting end;
alpha is the included angle between the tangent line at the arch axis and the x axis;
k is a correction coefficient.
Therefore, the slope stability range determining method based on the arching effect theory is based on the soil arching effect theory, and the maximum slumping height of the slope is obtained through the soil arching effect mathematical simulation calculation. The achievement is applied to define the stability influence range of the side slope under the mining action, and the safety distance of the side slope is determined, so that the practical engineering is guided, and the achievement has very important significance on the safety of the strip mine.
The foregoing description is only an overview of the technical solutions of the present invention, and in order to make the technical means of the present invention more clearly understood, the present invention may be implemented in accordance with the content of the description, and in order to make the above and other objects, features, and advantages of the present invention more clearly understood, the following detailed description is given in conjunction with the preferred embodiments, together with the accompanying drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings of the embodiments will be briefly described below.
FIG. 1 is a schematic diagram of a two-hinge-arch calculation, in which (a) is two-hinge-arch and (b) is a basic system;
FIG. 2 is a schematic view of the relationship between the arch springing width and the arch springing thickness;
FIG. 3 is a schematic view of a gob affecting a lower slope zone.
Detailed Description
Other aspects, features and advantages of the present invention will become apparent from the following detailed description, taken in conjunction with the accompanying drawings, which form a part of this specification, and which illustrate, by way of example, the principles of the invention. In the referenced drawings, the same or similar components in different drawings are denoted by the same reference numerals.
As shown in fig. 1 to 3, the slope stability range determining method based on the arching effect theory of the present invention includes the following steps:
1) the soil slope soil body is a homogeneous thick-layer soil body, the trend of the soil layer is generally consistent with the spreading direction of the side slope, the most unfavorable primary layer crack of a slope toe is used as a potential slip surface, the stope side slope is similar to a vertical state, and foundation pit slope setting and step influence are used as safety reserve;
2) the gliding component force of the side slope is regarded as uniform load, the gliding force of transition areas at two sides of the vault and the influence of the self weight of soil on the stability of the supporting arch are ignored, and the arch effect is simplified into a plane problem along the depth direction;
3) the arch axis shape is approximately equalized into a parabola, and the clear distance between two supporting arch feet is taken as the span of the parabola, so that:
y＝ax2+bx (1-1)
in the formula: a and b are undetermined parameters;
x-abscissa along the direction of arch span, m;
y-the ordinate, m, at arbitrary arch axis section x.
4) The arch springing is a transverse side slope which is vertical to the red clay side slope, the arch axis and the arch springing width jointly determine the thickness of the arch ring, and the arch springing is the same along the arch axis direction; and the distribution of the internal force of the arch can be analyzed and calculated according to two hinged arches (the schematic diagram is shown in figure 1);
5) aiming at the expression of the limit span Lmax of a support arch in the soil body under the influence condition of the goaf:
in the formula: h, the vertical distance m from the surface slope to the outer edge of the arch ring;
h1-height of soil hole in soil mass, m;
volume weight of gamma-soil mass, k N/m3；
Ka-the coefficient of soil pressure,
c-cohesion, KPa;
(H + H + H1) -the distance, m, from the arch foot of the soil arch to the ground.
6) Aiming at the red clay side slope, the distribution of the region with higher strength in the slope body, namely the value of the span L of the supporting arch is determined; when the supporting arch span L is larger than Lmax, the arch effect disappears, and enough anti-sliding force cannot be obtained to retard the sliding of the slope body; when the supporting arch span L is less than or equal to Lmax, the arch effect exists in the soil body, the sliding and even the collapse of the slope body can be retarded, and the temporary stability of the side slope is maintained. On the basis of research on the support arch span, defining the safety factor of the side slope:
in the formula: lmax, the maximum span that the support arch can withstand.
When Fs is less than or equal to 1, the side slope is in a stable state; when Fs > 1, the slope is in an unstable state.
7) The relationship between the supporting arch foot width and the arch ring thickness (as shown in fig. 2) is analyzed, and the arch ring thickness can be expressed as:
h＝kωsinα (1-4)
in the formula: h is the arch ring thickness, m;
omega-width at arch foot of support end, m;
the included angle between the tangent line at the alpha-arch axis and the x axis is degree;
k-correction factor.
It should be noted that the suggested value of the correction coefficient k in the formula (1-4) is obtained by the correlation test performed by scholars such as the song gecko and the like and combining the geotechnical engineering survey standard, and the value of k is as follows:
wherein H0The distance m from the arch springing of the soil arch to the ground; d is the goaf height, m; since the average thickness of the red clay in the area is 50m and the maximum thickness is about 70m, and the average thickness of the coal seam is 12m, namely the maximum height D of the goaf is about 12m, the value of k is 0.9.
The thickness h of the arch ring after analysis and arrangement can be expressed as:
assuming that the horizontal thrust F is equal to the abutment reaction force F', namely:
F＝F’(1-6)
based on the principle of deformation coordination, the following can be obtained through analysis:
in the formula: y-the ordinate, m, at any cross-section;
mp is bending moment of the lower beam under the action of uniformly distributed load q;
l-span of the supporting arch, m;
the included angle between the tangent line at the alpha-arch axis and the x axis is degree;
e-modulus of elasticity of soil, GPa;
i-moment of inertia of the cross section of the soil arch, m4；
A-arch ring cross-sectional area, m2；
h is the arch ring thickness, m;
s-arc length along the arch axis, m.
Wherein:
in engineering practice, most of the soil arches are flat arches, and the arch height and span ratio is as follows: f: the value of L is mostly less than 13, and ds ═ dx can be taken in the calculation. Carrying formula 1-1, formula 1-8, formula 1-9 and formula 1-10 into formula 1-7, and obtaining the following product by integration reduction and arrangement:
wherein: m1＝2b3L2；M2＝20arctan(b)。
And (3) determining the soil arch axis by combining the analysis and calculating and sorting the expressions of the known parameters a and b:
wherein:
thus, the relationship of the earth arch axis is obtained as:
y＝ax2+bx
namely:
determining the goaf influence range after the red clay slope soil arch axis is determined, obtaining relational expressions of an inner edge line and an outer edge line of an arch ring based on the thickness of the arch ring, wherein the relational expressions are as follows:
(1) inner edge line of the arch ring:
(2) outer edge line of the arch ring:
through research and analysis on the inner edge line of the arch ring, the outer edge line of the arch ring and the goaf, the red clay slope is divided into 4 areas (see figure 3), which are respectively an arch outer area, a transition area, an arch ring area and an arch inner area in sequence.
From x ═ L/2, the maximum slumping height can be obtained
While the foregoing is directed to the preferred embodiment of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow.
Claims (3)
1. A slope stability range determining method based on an arch effect theory is characterized by comprising the following steps:
s1: taking the most unfavorable native layer crack of the toe as a potential slip surface, enabling the stope side slope to be approximately in a vertical state, and taking the influence of foundation pit slope setting and steps as safe storage;
s2: the gliding component force of the side slope is regarded as uniform load, the gliding force of transition areas at two sides of the vault and the influence of the self weight of soil on the stability of the supporting arch are ignored, and the arch effect is simplified into a plane problem along the depth direction;
s3: the shape of the arch axis is approximately equal to a parabola, and the clear distance between the two supporting arch feet is taken as the span of the parabola;
s4: aiming at the red clay side slope, the distribution of the region with higher strength in the slope body is realized; when the span of the supporting arch is larger than the limit span of the supporting arch in the soil body, the arch effect disappears, and enough anti-slip force cannot be obtained to retard the slip of the slope body; when the span of the supporting arch is smaller than the limit span of the supporting arch in the soil body, the arch effect exists in the soil body, the sliding and even the collapse of the slope body can be retarded, and the temporary stability of the side slope is maintained;
s5: the relationship between the width of the supporting arch springing and the thickness of the arch ring.
2. The slope stability range determining method based on arching effect theory according to claim 1, wherein in step S4, the expression of the limit span Lmax of the supporting arches in the soil mass is:
in the formula: h is the vertical distance from the earth surface side slope to the outer edge of the arch ring;
h1the height of a soil hole in a soil body;
gamma is the volume weight of the soil body;
k alpha is the soil pressure coefficient;
c is cohesive force;
H+h+h1the distance between the arch springing of the soil arch and the ground.
3. The slope stability range determining method based on arching effect theory according to claim 1, wherein in step S5, the arch ring thickness is expressed as:
h＝kωsinα
in the formula: h is the arch ring thickness;
omega is the width of the arch springing of the supporting end;
alpha is the included angle between the tangent line at the arch axis and the x axis;
k is a correction coefficient.
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|---|---|---|---|---|
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2021
- 2021-03-19 CN CN202110296989.5A patent/CN113065238A/en active Pending
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| CN111563341A (en) * | 2020-04-30 | 2020-08-21 | 中铁二院工程集团有限责任公司 | Evaluation method for anchorage depth of embedded foundation of arch abutment of deck arch bridge |
Non-Patent Citations (1)
| Title |
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