Carbonaceous shale is a sedimentary rock containing a large amount of dispersed carbonaceous organic material. It is easy to crack and soften when exposed to water. In the present work, the stability of such a rock and its sensitivity to the formation of infiltrations due to rainfall are analyzed numerically using the GeoStudio software. The slope stability coefficient is calculated and verified using the landslide thrust calculation method. The results show that under the action of heavy rainfall, water infiltrates into the slope layer by layer, and, accordingly, the soil volume water content is different with respect to that typical of a homogeneous soil. It is also shown that, although in an initial stage, rainfall infiltration leads to the decline of the slope stability coefficient, with the progress of rainfall, this coefficient can temporarily increase, that is, these phenomena can display a lag phase.

Carbonaceous shale is a sedimentary rock containing a large amount of dispersed carbonaceous organic matter. It is easy to crack, disintegrate and soften when exposed to water. Slope composed of carbonaceous shale is prone to landslide and collapse under the action of long-term rainfall and dry-wet cycle. During the construction of many infrastructures, this kind of rock and soil mass is often regarded as bad geology.

In recent years, the research on the stability of carbonaceous shale slope has yielded fruiul results. Htet et al. [

Many scholars have done a lot of research on the influence of rainfall infiltration on slope stability, especially on the saturated unsaturated seepage problem through numerical model, hydraulic parameters and laboratory tests, and achieved certain results. However, there is still a big gap between the research on the infiltration of carbonaceous shale and the solution of practical engineering problems. In this paper, based on previous studies, taking the third junior middle school landslide in Jinchengjiang District, Hechi City, Guangxi Province as an example, the stability of carbon shale slope is studied by using landslide thrust calculation method, and the seepage law of carbonaceous shale slope is studied with numerical simulation method, and the numerical analysis of seepage field of slope rock mass under rainfall condition is carried out. The stability coefficient of the slope is calculated and verified, which can provide reference for slope stability evaluation and drainage reinforcement design.

A The third junior middle school in Jinchengjiang District of Hechi City is located in the east longitude 108°03′52″, 24°N. The junction of Nanxin East Road and Xinhua Road in Jinchengjiang District, 41′40″. The landslides are mainly distributed in the teaching area of the third junior middle school in Jinchengjiang district. It has been found that there are strong deformation areas and potential deformation areas. Among them, the landslide is located in the strong deformation area, and its plane shape is semicircular. According to the investigation, the potential landslide is 52 m long, 84 m wide and 30°, the thickness is 8 m, and the location and shape of the landslide are shown in

According to the investigation and analysis, the sliding surface of the landslide mass (the sliding surface is located at the contact surface between the overburden and carbonaceous shale) can be determined as the approximate broken line type. Therefore, the calculation formula of the broken line type transfer coefficient method can be used for calculation.

where:

Calculation formula of residual sliding force:

Among them:

Whether the shear strength parameters of landslide soil are reasonable or not plays a key role in the calculation of landslide stability. The shear strength parameters of landslide soil are determined by indoor test value, field large shear test and inversion value, combined with regional experience. The physical and mechanical parameters of landslide stability calculation are shown in

Geotechnical name | Natural gravity | Saturation gravity | Natural state | Saturated state | ||
---|---|---|---|---|---|---|

kN/m^{3} |
kN/m^{3} |
c(kPa) | φ(°) | c’(kPa) | φ’(°) | |

Clay (sliding mass) | 18.60 | 19.20 | – | – | – | – |

Clay (slip zone) | 18.60 | 19.20 | 19.22 | 13.90 | 15.22 | 10.55 |

Carbonaceous shale | 18.00 | 18.60 | 50.00 | 20.00 | 46.00 | 18.00 |

At present, three working conditions are proposed to analyze the stability and calculate the thrust of landslides at different sections: Condition I: dead weight, Ks = 1.40; Condition II: dead weight + rainstorm + groundwater, Ks = 1.15; Condition III: dead weight + earthquake + groundwater, Ks = 1.15; As shown in

Section number | Combination of working conditions | Load combination content | Stability coefficient | Stability | Safety factor | Residual sliding force (KN) |
---|---|---|---|---|---|---|

A-A′ | I | Gravity + groundwater | 1.260 | Stable | 1.40 | 12.030 |

II | Gravity + rainstorm + groundwater | 0.963 | Instable | 1.15 | 54.861 | |

III | Gravity + earthquake + groundwater | 1.210 | Stable | 1.15 | 0 | |

B-B′ | I | Gravity + groundwater | 1.251 | Stable | 1.40 | 0 |

II | Gravity + rainstorm + groundwater | 0.951 | Instable | 1.15 | 266.151 | |

III | Gravity + earthquake + groundwater | 1.168 | Stable | 1.15 | 0 | |

C-C′ | I | Gravity + groundwater | 1.262 | Stable | 1.40 | 10.791 |

II | Gravity + rainstorm + groundwater | 0.960 | Instable | 1.15 | 108.207 | |

III | Gravity + earthquake + groundwater | 1.192 | Stable | 1.15 | 193.103 | |

D-D′ | I | Gravity + groundwater | 1.249 | Stable | 1.40 | 294.352 |

II | Gravity + rainstorm + groundwater | 0.976 | Instable | 1.15 | 456.267 | |

III | Gravity + earthquake + groundwater | 1.163 | Stable | 1.15 | 0 | |

E-E′ | I | Gravity + groundwater | 1.397 | Stable | 1.40 | 0 |

II | Gravity + rainstorm + groundwater | 1.062 | Basically stable | 1.15 | 0 | |

III | Gravity + earthquake + groundwater | 1.306 | Stable | 1.15 | 116.147 |

According to the classification standard of landslide stability evaluation in code for investigation of landslide prevention and Control Engineering (GB/T 32864-2016), the stability coefficient calculation results of different sections in

(1) Under Condition I, i.e., Gravity + groundwater state, the stability coefficients of A-A′, B-B′, C-C′, D-D′, E-E′ sections of the landslide are all greater than 1.15, which is in a stable state.

(2) Under Condition II, i.e., dead weight + rainstorm + groundwater, the stability coefficient K values of A-A′, B-B′, C-C′, D-D′ are 0.963, 0.951, 0.960 and 0.976 respectively, which are all less than 1.0, and are in unstable state; The stability coefficient K value of profile E-E′ is 1.062, ranging from 1.05 to 1.15, which is basically stable.

(3) Under Condition III, i.e., gravity + earthquake + groundwater, the stability coefficient K values of A-A′, B-B′, C-C′, D-D′ and E-E′ sections are 1.210, 1.168, 1.192, 1.163 and 1.306, respectively, which are all greater than 1.15, and are in stable state.

At present, the landslide has not yet slipped as a whole, but various factors still exist, which is not conducive to the stability of the landslide. Recently, tension and shear cracks have been formed in the front, middle and upper part of the sliding mass, which indicates that the landslide is creeping and deforming. Under the influence of comprehensive factors such as rain infiltration, rising of underground water level and continuous decrease of mechanical strength of rock and soil mass, the landslide is undergoing creep deformation. It is likely that large-scale sliding will occur, and the overall southward sliding will cause the buildings above the landslide mass to slide along with the sliding mass, and the hazard level is Grade I.

According to the analysis of landslide lithology and current situation, residual thrust value and construction conditions, it is suggested that the landslide should be divided into two areas for treatment and design, and the maximum sliding force of each block should be selected as the design landslide thrust: the first area is the area where A-A′ section is located, and the remaining sliding force is 54.861 kN/m; the second area is the area where B-B′, C-C′, D-D′, E-E′ sections are located, and the maximum residual sliding force is 456.267 kN/m.

According to the stability of the landslide at different positions, the slope behind the teaching building is reinforced with anchor cable lattice beam (the length of anchor cable is 18 m), and the anti slide pile is reinforced in front of the teaching building (Level 4 Platform) and the comprehensive building (Level 3 platform) (pile length is 17 m, pile diameter is 1.2 m, a total of 109 piles). A reinforced concrete retaining wall with a height of 6.0 m, top width of 1.5 m and bottom width of 2.0 m is set in front of the retaining wall between the playground and dormitory building (secondary platform). The site needs to build a perfect drainage system to prevent rainwater infiltration and further reduce the stability of the slope. At the same time, according to the characteristics of the slope, long-term monitoring of slope deformation is carried out, including surface displacement and deformation, support structure displacement, stress change monitoring, deep displacement monitoring, etc. the location of each platform and building distribution are shown in

The seep/w (groundwater seepage analysis software) and slope/w (slope stability analysis software) modules of GeoStudio software were used to simulate the slope stability under heavy rainfall and groundwater conditions. According to the continuity equation, the basic differential equation of steady seepage can be expressed as follows:

When the direction of the coordinate axis is consistent with the direction of the seepage principal axis, according to the variational principle, the three-dimensional seepage problem is equivalent to the extremum problem of the energy functional.

According to the hydrogeological structure of the study area, the seepage field is discretized.

The water head interpolation function of a unit can be expressed as follows:

where:

(1) Numerical model implementation

According to the field exploration results, the soil layer is divided into four layers: miscellaneous fill, clay, calcareous shale and limestone. The values of soil layer and parameters under various working conditions are shown in

In order to analyze the change of volume moisture content in different sections of the slope, 13 monitoring points were set up horizontally and 17 monitoring points were set up longitudinally. The vertical monitoring points are mainly used to analyze the relationship between the volume water content and the height, and the horizontal monitoring points are mainly used to analyze the relationship between the pore water content and the distance. The positions of each point are shown in

Continuous heavy rainfall is the most important condition affecting the deformation and failure of slope, and has a significant impact on slope stability. According to the results of slope stability calculation by the broken line transfer coefficient method, the slope is the most dangerous under Condition II, i.e., dead weight + rainstorm + groundwater. Therefore, in the numerical simulation analysis of carbon shale slope, the saturated state of landslide mass and groundwater on sliding surface are mainly considered, i.e., Condition II (Gravity + rainstorm + groundwater state).

In steady-state analysis, the upper surface of the model is free boundary, and the two sides and bottom are impermeable boundary. The transient analysis includes two sections: rainfall and no rainfall. During rainfall, the slope surface is set as the unit flow boundary, the flow is equal to the rainfall, and the free boundary is set after the rain stops.

(2) Research on mesh refinement

The type, size distribution and quality of model mesh division will affect the analysis results, so the size of mesh division should not be too large. Theoretically speaking, the smaller the size of the model mesh is, the higher the calculation accuracy will be, but it will often bring a large amount of calculation workload and waste a lot of time. Therefore, sensitivity analysis of model mesh is required:

Time (hr) | 1 meter mesh | 3.5 meter mesh | 5 meter mesh | 10 meter mesh | ||||
---|---|---|---|---|---|---|---|---|

Total head (m) | Pore water pressure (kPa) | Total head (m) | Pore water pressure (kPa) | Total head (m) | Pore water pressure (kPa) | Total head (m) | Pore water pressure (kPa) | |

0 | 198.1466 | –31.4478 | 198.1688 | –31.2304 | 198.1662 | –31.2555 | 198.2403 | –30.5285 |

8 | 199.1082 | –22.0171 | 199.1509 | –21.5985 | 199.1477 | –21.6303 | 199.2028 | –21.0893 |

16 | 200.0993 | –12.2976 | 200.0807 | –12.4799 | 200.0718 | –12.5676 | 200.1157 | –12.1371 |

24 | 201.1672 | –1.8242 | 201.1581 | –1.91384 | 201.1443 | –2.04878 | 201.1763 | –1.73574 |

30 | 201.6555 | 2.96397 | 201.6253 | 2.667896 | 201.6098 | 2.516084 | 201.62 | 2.61641 |

100 | 202.3858 | 10.12641 | 202.3866 | 10.13357 | 202.3778 | 10.04727 | 202.365 | 9.922134 |

180 | 202.5506 | 11.74202 | 202.5912 | 12.14048 | 202.594 | 12.16764 | 202.5904 | 12.13253 |

(1) Change of volume water content

By analyzing the water content change law of different parts of the landslide, combined with the calculation results of sliding force and safety factor, the potential dangerous sliding surface is further analyzed. Relationship between volume water content and height is shown in

Due to the influence of rainfall process and soil properties, the change of pore volume water content in slope can be divided into three stages: ① Stage I is the initial stage of rainfall infiltration, in which rainwater gradually infiltrates from the slope surface, and the volume water content increases with the decrease of height, and the maximum volume water content appears at this stage due to the loose soil layer on the slope surface; ② The second stage is the transitional stage of rainfall infiltration. With the continuous infiltration of rainfall, rainwater begins to enter the relatively dense soil layer, and because of the existence of groundwater, the volume water content decreases sharply; ③ Stage III is the saturation stage of rainfall infiltration. After rainfall infiltration for a period of time, the groundwater level will also rise, so that the groundwater pressure will correspondingly increase until it reaches the final saturation state.

(2) Variation of pore water pressure

Section number | Fitting equation | R^{2} value |
---|---|---|

A-A | y = 27.688 ln(x) – 9.727 | 0.9929 |

B-B | y = 26.151 ln(x) – 18.108 | 0.9942 |

C-C | y = 26.026 ln(x) – 0.1023 | 0.9908 |

D-D | y = 27.128 ln(x) – 19.97 | 0.9942 |

E-E | y = 17.963 ln(x) – 15.967 | 0.9776 |

According to the slope numerical model, the slope stability coefficient of gravity + rainstorm + groundwater under different rainfall stages is calculated, and the results are shown in

Section number | Load combination content | Stability coefficient of different rainfall stages | ||
---|---|---|---|---|

8 h | 16 h | 30 h | ||

A-A′ | Gravity + rainstorm + groundwater | 0.972 | 0.974 | 0.974 |

B-B′ | 0.899 | 0.906 | 0.906 | |

C-C′ | 0.817 | 0.829 | 0.829 | |

D-D′ | 0.980 | 0.984 | 0.984 | |

E-E′ | 1.017 | 1.024 | 1.024 |

It can be seen from

Taking the landslide of the third junior middle school in Jinchengjiang District, Hechi City, Guangxi Province as an example, the stability of the carbon shale slope is calculated and analyzed. According to the field survey data, the numerical model of slope stability analysis under the condition of heavy rainfall and groundwater is implemented. The variation law of volume moisture content and pore water pressure on different sections of the slope is analyzed, and the stability coefficient of the slope is verified.

(1) The stability coefficients of A-A′, B-B′, C-C′ and D-D′ are 0.963, 0.951, 0.960 and 0.976, respectively, under Condition II, i.e., gravity + rainstorm + groundwater, which are in unstable state, and E-E′ is basically stable; The slope is in stable state under the condition of Gravity of Condition I and Condition III of Gravity + earthquake + groundwater.

(2) Under the action of heavy rainfall, rainwater seeps into the slope layer by layer; Among them, the volumetric water content of C-C section and B-B section is the largest, reaching 0.32 m^{3}/m^{3}, which is 10.34% higher than that of E-E′ section at the same elevation.

(3) Rainfall infiltration will lead to the decrease of slope stability coefficient, but in the initial stage of rainfall, the slope stability coefficient will rise temporarily, and the slope stability coefficient will start to decrease after the rainfall stops, that is, the rainfall infiltration has a certain lag, The results show that the landslide sections a-a′, b-b′, c-c′ and d-d′ are in an unstable state, and the landslide section e-e′ is in A basically stable state.