CN113128060A - 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 PDF

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CN113128060A
CN113128060A CN202110444243.4A CN202110444243A CN113128060A CN 113128060 A CN113128060 A CN 113128060A CN 202110444243 A CN202110444243 A CN 202110444243A CN 113128060 A CN113128060 A CN 113128060A
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longitudinal section
stability
landslide
stable state
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黄云华
罗成
郭光伟
高明军
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Sichuan Gongga Snow New Material Co ltd
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    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
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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 methodsAccording to the stability factor FsDetermining 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. The invention fully considers the model of the geological structure condition by establishing the modelFactors which have larger influence on the stability of the slope body are obtained, and the stability analysis of the landslide body can be accurately obtained.

Description

Method for analyzing stability of potential landslide in old mining area of mining plant
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 a potential landslide in an old mining area 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 field 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 methods；
S5: according to the stability factor FsDetermining 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 sliding trend of the potential sliding slope in an unstable or under-stable state.
Further, a landslide stability factor FsThe calculation formula of (2) is as follows:
Figure BDA0003036146660000021
Figure BDA0003036146660000022
Figure BDA0003036146660000025
Figure BDA0003036146660000023
Ti＝Wisinθi+PWicos(αi-θi)
Ni＝Wicosθi+PWisin(αi-θi)
Wi＝Viuγ+Vidγ′+Fi
PWi＝γWiVid
i＝sin|αi|
γ′＝γsat-γW
wherein psiiIs the transmission coefficient; riThe sliding resistance (kN/m) of the sliding body is a longitudinal section; t isiThe sliding body sliding force (kN/m) of a longitudinal section; n is a radical ofiA reaction force (kN/m) of a longitudinal section on a normal line of the sliding surface;
cithe standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
Figure BDA0003036146660000024
is the standard value (°) of the internal friction angle of the longitudinal section; li-length of longitudinal section; alpha is alphaiThe average inclination angle of the underground water flow line of the longitudinal section is shown; wiThe dead weight of the longitudinal section; thetaiThe inclination angle (°) of the bottom surface of the longitudinal section; taking a negative value when the inclination is reversed; pWiThe osmotic pressure per unit width of longitudinal section and the inclination angle of action direction is alphai(kN/m); i is the groundwater infiltration slope; gamma rayWIs the volume weight of water (kN/m)3)；ViuVolume (m) above saturation line of rock-soil mass with unit width of longitudinal section3/m)；VidVolume below saturation line (m) of rock-soil mass per unit width of longitudinal section3M); gamma is the natural volume weight (kN/m) of rock-soil mass3) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass3)；γsatIs the saturated volume weight (kN/m) of rock-soil mass3)；FiThe ground load (kN) experienced by the longitudinal section.
Further, the remaining slip force is calculated by the formula:
Ei＝Ti+Qi
Qi＝KQ×Wi
wherein E isiResidual slip force, Q, in longitudinal sectioniTo seismic force, KQIs a horizontal seismic acceleration coefficient.
The invention has the beneficial effects that: 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, 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; the prevention and control engineering grade of the slope engineering of the old mining area of the Kangyu marble mineral in the asbestos county is level III, and the calculation working condition is 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 methods；
Coefficient of landslide stability FsThe calculation formula of (2) is as follows:
Figure BDA0003036146660000041
Figure BDA0003036146660000042
Figure BDA0003036146660000043
Figure BDA0003036146660000051
Ti＝Wisinθi+PWicos(αi-θi)
Ni＝Wicosθi+PWisin(αi-θi)
Wi＝Viuγ+Vidγ′+Fi
PWi＝γWiVid
i＝sin|αi|
γ′＝γsat-γW
wherein psiiIs the transmission coefficient; riThe sliding resistance (kN/m) of the sliding body is a longitudinal section; t isiThe sliding body sliding force (kN/m) of a longitudinal section; n is a radical ofiA reaction force (kN/m) of a longitudinal section on a normal line of the sliding surface;
cithe standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
Figure BDA0003036146660000052
is the standard value (°) of the internal friction angle of the longitudinal section; li-length of longitudinal section; alpha is alphaiThe average inclination angle of the underground water flow line of the longitudinal section is shown; wiThe dead weight of the longitudinal section; thetaiIs a bottom surface of a longitudinal sectionInclination angle (°); taking a negative value when the inclination is reversed; pWiThe osmotic pressure per unit width of longitudinal section and the inclination angle of action direction is alphai(kN/m); i is the groundwater infiltration slope; gamma rayWIs the volume weight of water (kN/m)3)；ViuVolume (m) above saturation line of rock-soil mass with unit width of longitudinal section3/m)；VidVolume below saturation line (m) of rock-soil mass per unit width of longitudinal section3M); gamma is the natural volume weight (kN/m) of rock-soil mass3) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass3)；γsatIs the saturated volume weight (kN/m) of rock-soil mass3)；FiThe 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,
Figure BDA0003036146660000053
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)
Figure BDA0003036146660000061
S5: according to the stability factor FsDetermining 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:
Ei＝Ti+Qi
Qi＝KQ×Wi
wherein E isiResidual slip force, Q, in longitudinal sectioniTo seismic force, KQIs 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 (3)

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 field 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 methods；
S5: according to the stability factor FsDetermining 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 sliding trend of the potential sliding slope in an unstable or under-stable state.
2. The method of claim 1, wherein the landslide stability factor F is a factor of the stability of a potential landslide in an old mining area of a mining plantsThe calculation formula of (2) is as follows:
Figure FDA0003036146650000011
Figure FDA0003036146650000012
Figure FDA0003036146650000021
Figure FDA0003036146650000022
Ti＝Wisinθi+PWicos(αi-θi)
Ni＝Wicosθi+PWisin(αi-θi)
Wi＝Viuγ+Vidγ′+Fi
PWi＝γWiVid
i＝sin|αi|
γ′＝γsat-γW
wherein psiiIs the transmission coefficient; riThe sliding resistance (kN/m) of the sliding body is a longitudinal section; t isiThe sliding body sliding force (kN/m) of a longitudinal section; n is a radical ofiA reaction force (kN/m) of a longitudinal section on a normal line of the sliding surface; c. CiThe standard value (kPa) of the bonding strength of the rock-soil body on the longitudinal section;
Figure FDA0003036146650000023
is the standard value (°) of the internal friction angle of the longitudinal section; li-length of longitudinal section; alpha is alphaiThe average inclination angle of the underground water flow line of the longitudinal section is shown; wiThe dead weight of the longitudinal section; thetaiThe inclination angle (°) of the bottom surface of the longitudinal section; taking a negative value when the inclination is reversed; pWiIs unit width of longitudinal sectionWith a dip angle of alpha in the direction of actioni(kN/m); i is the groundwater infiltration slope; gamma rayWIs the volume weight of water (kN/m)3)；ViuVolume (m) above saturation line of rock-soil mass with unit width of longitudinal section3/m)；VidVolume below saturation line (m) of rock-soil mass per unit width of longitudinal section3M); gamma is the natural volume weight (kN/m) of rock-soil mass3) (ii) a Gamma' is the floating volume weight (kN/m) of rock-soil mass3)；γsatIs the saturated volume weight (kN/m) of rock-soil mass3)；FiThe ground load (kN) experienced by the longitudinal section.
3. The method for analyzing the potential landslide stability of the old mining area of the mining plant according to claim 1, wherein the remaining slip force is calculated by the formula:
Ei＝Ti+Qi
Qi＝KQ×Wi
wherein E isiResidual slip force, Q, in longitudinal sectioniTo seismic force, KQIs a horizontal seismic acceleration coefficient.
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