CN113128060B - Method for analyzing stability of potential landslide in old mining area of mining plant - Google Patents
Method for analyzing stability of potential landslide in old mining area of mining plant Download PDFInfo
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Abstract
The invention discloses a method for analyzing the stability of potential landslides in old mining areas of a mining plant, which comprises the following steps of: drawing a mechanical calculation model diagram of a potential landslide surface according to site investigation, dividing a plurality of longitudinal sections on the mechanical calculation model diagram as stability analysis surfaces, determining calculation conditions according to the control engineering grade of the potential landslide, and calculating a landslide stability coefficient F of each longitudinal section by adopting a transmission coefficient method s According to the stability factor F s Determining the stable state of each longitudinal section, judging that the longitudinal section is in the stable state when the stable state of the longitudinal section is basically stable and stable, calculating the residual sliding force of the longitudinal section in the unstable or under-stable state, and analyzing the landslide trend of the potential landslide in the unstable or under-stable state. According to the method, the model of the geological structure condition is established, factors which have large influence on the stability of the landslide body are fully considered, and the stability analysis of the landslide body can be accurately obtained.
Description
Technical Field
The invention relates to the technical field of geological disaster prevention and control, in particular to a method for analyzing the stability of potential landslides in old mining areas of a mining plant.
Background
After long-term mining, the surface vegetation is less, and for old mining areas, mountain landslides are easy to occur on the side slope. Influenced by the landslide, a plurality of tension cracks can appear on the slope body above the mining area, the slope body is slumped, the possibility of secondary sliding exists, the serious threat is caused to mine plants and personnel and equipment, and the potential safety hazard is huge in mine production and local production and living activities.
The key of landslide control is to find out the engineering geological conditions, morphological characteristics, development scale and harm objects of the landslide area, analyze the cause and evolution process of the landslide, and comprehensively analyze the landslide characteristics by evaluating the stability of the current situation and predicting the development trend, so as to formulate a better landslide control scheme.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a comprehensive and accurate analysis method for the potential landslide of the old mining area of the mining plant.
In order to achieve the purpose of the invention, the technical scheme adopted by the invention is as follows:
the method for analyzing the potential landslide stability of the old mining area of the mining plant comprises the following steps:
s1: drawing a mechanical calculation model diagram of the potential landslide surface according to the on-site investigation;
s2: according to the basic characteristics of the slope of the landslide area, dividing a plurality of longitudinal sections on a mechanical calculation model diagram as stability analysis sections;
s3: determining a calculation working condition according to the control engineering grade of the potential landslide, wherein the calculation working condition comprises self weight and self weight plus continuous rainstorm;
s4: based on the calculation condition, calculating the landslide stability coefficient F of each longitudinal section by adopting a transfer coefficient method s ；
S5: according to the stability factor F s Determining the stable state of each longitudinal section, wherein the stable state comprises four states of instability, under-stability, basic stability and stability;
s6: when the stable state of the longitudinal section is substantially stable and stable, determining that the longitudinal section is in the stable state; otherwise, the longitudinal section is unstable and enters the next step;
s7: calculating the remaining slip force of the longitudinal section in an unstable or under-stable state;
s8: and comparing the residual sliding force with the safe sliding force, and analyzing the landslide trend of the potential landslide in an unstable or under-stable state.
Further, a landslide stability factor F s The calculation formula of (2) is as follows:
T i ＝W i sinθ i +P Wi cos(α i -θ i )
N i ＝W i cosθ i +P Wi sin(α i -θ i )
W i ＝V iu γ+V id γ′+F i
P Wi ＝γ W iV id
i＝sin|α i |
γ′＝γ sat -γ W
wherein psi i Is the transmission coefficient; r i The sliding resistance (kN/m) of the sliding body is a longitudinal section; t is i The sliding body sliding force (kN/m) of a longitudinal section; n is a radical of i A reaction force (kN/m) of a longitudinal section on a normal line of the sliding surface;
c i the standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
an internal friction angle standard value (°) of a longitudinal section; l. the i -length of longitudinal section; alpha is alpha i The average inclination angle of the underground water flow line of the longitudinal section is shown; w i The dead weight of the longitudinal section; theta i The inclination angle (°) of the bottom surface of the longitudinal section; taking a negative value when the inclination is reversed; p Wi Is penetration per unit width of longitudinal sectionThrough pressure, with inclination of action direction of alpha i (kN/m); i is the groundwater infiltration slope; gamma ray W Is the volume weight of water (kN/m) 3 )；V iu Volume (m) above saturation line of rock-soil mass with unit width of longitudinal section 3 /m)；V id Volume below saturation line (m) of rock-soil mass per unit width of longitudinal section 3 M); gamma is the natural volume weight (kN/m) of rock-soil mass 3 ) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass 3 )；γ sat Is the saturated volume weight (kN/m) of rock-soil mass 3 )；F i The ground load (kN) experienced by the longitudinal section.
Further, the remaining slip force is calculated by the formula:
E i ＝T i +Q i
Q i ＝K Q ×W i
wherein E is i Residual slip force, Q, of longitudinal section i To seismic force, K Q Is a horizontal seismic acceleration coefficient.
The beneficial effects of the invention are as follows: according to the landslide mass stability analysis method, the model of the geological structure condition is established, factors which have large influence on the landslide mass stability, such as terrain, the composition of the landslide mass substances, atmospheric precipitation, underground water, earthquake, human engineering production activities and the like are fully considered, the stability analysis of the landslide mass can be accurately obtained, the stability of the landslide mass is evaluated in a segmented mode, targeted treatment is convenient, the cost is saved, and the landslide treatment is quicker and more timely.
Drawings
Fig. 1 is a flow chart of a potential landslide stability analysis method of an old mining area of a mining plant.
Fig. 2 is a mechanical calculation model diagram of a slope of an old mining area of Kangyu marble in asbestos county.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and it will be apparent to those skilled in the art that various changes may be made without departing from the spirit and scope of the invention as defined and defined in the appended claims, and all matters produced by the invention using the inventive concept are protected.
The method for analyzing the potential landslide stability of the old mining area of the mining plant comprises the following steps:
s1: drawing a mechanical calculation model diagram of a potential landslide surface according to on-site investigation, taking the slope of the old mining area of Kangyu marble ore in the asbestos county as an example, and establishing the mechanical calculation model diagram as shown in FIG. 2 through on-site investigation; the slope of the landslide region is a forward slope, the inclination angle of the base-covering interface is steep, and a shear-off free surface exists at the front edge, so that the slope has the possibility of integral sliding along the base-covering interface or the weak structural surface of the strong weathering layer, and the potential sliding surface of the slope is of a broken line type.
S2: according to the basic characteristics of the slope of the landslide area, a plurality of longitudinal sections are divided on a mechanical calculation model diagram to serve as stability analysis sections;
s3: determining a calculation working condition according to the control engineering grade of the potential landslide, wherein the calculation working condition comprises self weight and self weight plus continuous rainstorm; the prevention and treatment project level of the slope project of the old mining area of the Kangyu marble mine in asbestos county is level III, and the calculation working conditions are determined as follows:
the working condition I is as follows: self weight, and the safety coefficient is 1.10;
working conditions are as follows: dead weight + continuous rainstorm, the safety factor is 1.05 (a saturation state is adopted to simulate a continuous rainstorm state).
S4: based on the calculation condition, calculating the landslide stability coefficient F of each longitudinal section by adopting a transfer coefficient method s ；
Coefficient of landslide stability F s The calculation formula of (2) is as follows:
T i ＝W i sinθ i +P Wi cos(α i -θ i )
N i ＝W i cosθ i +P Wi sin(α i -θ i )
W i ＝V iu γ+V id γ′+F i
P Wi ＝γ W iV id
i＝sin|α i |
γ′＝γ sat -γ W
wherein psi i Is the transmission coefficient; r i Sliding resistance (kN/m) of the sliding body which is a longitudinal section; t is i The sliding body sliding force (kN/m) of a longitudinal section; n is a radical of i The reaction force (kN/m) of the longitudinal section on the normal line of the sliding surface;
c i the standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
an internal friction angle standard value (°) of a longitudinal section; l. the i -length of longitudinal section; alpha (alpha) ("alpha") i The average inclination angle of the underground water flow line of the longitudinal section is shown; w i The dead weight of the longitudinal section; theta i The inclination angle (°) of the bottom surface of the longitudinal section; taking a negative value when the inclination is reversed; p Wi The osmotic pressure per unit width of longitudinal section and the inclination angle of action direction is alpha i (kN/m); i is the groundwater infiltration slope; gamma ray W Is the volume weight of water (kN/m) 3 )；V iu Volume (m) above saturation line of rock-soil mass with unit width of longitudinal section 3 /m)；V id Volume below saturation line (m) of rock-soil mass per unit width of longitudinal section 3 M); gamma is the natural volume weight (kN/m) of rock-soil mass 3 ) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass 3 )；γ sat Is the saturated volume weight (kN/m) of rock-soil mass 3 )；F i The ground load (kN) experienced by the longitudinal section.
Potential severity of slick soil:
natural, saturated and severe slippery soil: the sliding body mainly comprises silty clay and strongly weathered marble, the natural severe experience value is 21.5KN/m3, and the saturated severe value is 22.0KN/m 3; the marble weight was 25.8KN/m 3.
Shear strength parameter C of the slipperiness soil,
Value of
The shear strength of the soil body near the basal covering interface is measured by taking the regional empirical value as shown in the following table 1.
TABLE 1 tyre soil (base covering interface nearby soil)
S5: according to the stability factor F s Determining the stable state of each longitudinal section, wherein the stable state comprises four states of instability, under-stability, basic stability and stability; the stability evaluation criteria are shown in table 2 in combination with the above determined calculation mode, calculation profile, calculation condition and calculation parameters.
TABLE 2 Steady State rating
| Stability factor Fs | Fs＜1.00 | 1.0≤Fs＜1.05 | 1.05≤Fs＜1.15 | Fs≥1.15 |
| Steady state | Instability of the film | Under-stabilization | Basic stabilization | Stabilization |
S6: when the stable state of the longitudinal section is substantially stable and stable, determining that the longitudinal section is in the stable state; otherwise, the longitudinal section is unstable and enters the next step;
s7: calculating the remaining slip force of the longitudinal section in an unstable or under-stable state;
the remaining slip force is calculated as:
E i ＝T i +Q i
Q i ＝K Q ×W i
wherein E is i Residual slip force, Q, in longitudinal section i To seismic force, K Q Is a horizontal seismic acceleration coefficient.
S8: and comparing the residual sliding force with the safe sliding force, and analyzing the sliding trend of the potential sliding slope in an unstable or under-stable state. When the residual gliding force exceeds the safe gliding force, the possibility of landslide of the longitudinal section is proved, and the longitudinal section needs to be timely treated.
According to the landslide mass stability analysis method, the model of the geological structure condition is established, factors which have large influence on the landslide mass stability, such as terrain, the composition of the landslide mass substances, atmospheric precipitation, underground water, earthquake, human engineering production activities and the like are fully considered, the stability analysis of the landslide mass can be accurately obtained, the stability of the landslide mass is evaluated in a segmented mode, targeted treatment is convenient, the cost is saved, and the landslide treatment is quicker and more timely.
Claims (1)
1. A method for analyzing the stability of potential landslides in old mining areas of a mining plant is characterized by comprising the following steps:
s1: drawing a mechanical calculation model diagram of the potential landslide surface according to the on-site investigation;
s2: according to the basic characteristics of the slope of the landslide area, dividing a plurality of longitudinal sections on a mechanical calculation model diagram as stability analysis sections;
s3: determining a calculation working condition according to the control engineering grade of the potential landslide, wherein the calculation working condition comprises self weight and self weight plus continuous rainstorm;
s4: based on the calculation condition, calculating the landslide stability coefficient F of each longitudinal section by adopting a transfer coefficient method s ；
S5: according to the stability factor F s Determining the stable state of each longitudinal section, wherein the stable state comprises four states of instability, under-stability, basic stability and stability;
s6: when the stable state of the longitudinal section is substantially stable and stable, determining that the longitudinal section is in the stable state; otherwise, the longitudinal section is unstable and enters the next step;
s7: calculating the remaining slip force of the longitudinal section in an unstable or under-stable state;
s8: comparing the residual sliding force with the safe sliding force, and analyzing the landslide trend of the potential landslide in an unstable or under-stable state;
coefficient of landslide stability F s The calculation formula of (2) is as follows:
T i ＝W i sinθ i +P Wi cos(α i -θ i )
N i ＝W i cosθ i +P Wi sin(α i -θ i )
W i ＝V iu γ+V id γ′+F i
P Wi ＝γ W IV id
I＝sin|α i |
γ′＝γ sat -γ W
wherein psi i Is the transmission coefficient; r i The sliding resistance (kN/m) of the sliding body is a longitudinal section; t is i The sliding body downward sliding force (kN/m) is a longitudinal section; n is a radical of i A reaction force (kN/m) of a longitudinal section on a normal line of the sliding surface; c. C i The standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
is the standard value (°) of the internal friction angle of the longitudinal section; l i Is the length of the longitudinal section; alpha (alpha) ("alpha") i The average inclination angle of the underground water flow line of the longitudinal section is shown; w i The dead weight of the longitudinal section; theta i The inclination angle (°) of the bottom surface of the longitudinal section; taking a negative value when the inclination is reversed; p Wi The osmotic pressure per unit width of longitudinal section, the inclination angle of the acting direction and the average inclination angle alpha i The same; i is groundwater infiltration slope; gamma ray W Is the volume weight of water (kN/m) 3 )；V iu Volume (m) above saturation line of rock-soil mass with unit width of longitudinal section 3 /m)；V id Volume below saturation line (m) of rock-soil mass per unit width of longitudinal section 3 M); gamma is the natural volume weight (kN/m) of rock-soil mass 3 ) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass 3 )；γ sat Is the saturated volume weight (kN/m) of rock-soil mass 3 )；F i The ground load (kN) borne by the ith longitudinal section;
the remaining slip force is calculated by the formula:
E i ＝T i +Q i
Q i ＝K Q ×W i
wherein, E i Residual slip force, Q, in longitudinal section i To seismic forces, K Q Is a horizontal seismic acceleration coefficient.
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