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As discussed in Mechanics of Slope Stability, the most widely used approach for assessing both 2-dimensional and 3-dimensional slope stability is the **Limit Equilibrium Method (LEM),** i.e.,** **assessing the stability of a slope via the estimation of the associated **Factor of Safety** (**FoS**). The Limit Equilibrium approaches that consider the equilibrium of the entire soil mass are known as the **Single Free-Body Procedures**.

An infinite slope with an inclination (* β°*) is assumed. The stability conditions of a typical cross-section of the slope above a potential failure surface are assessed. The forces acting on this cross-section as well as the force polygon are depicted in

where **γ** refers to the unit weight (kN/m^{3}) of the soil. Given the inclination of the slope (**β**), the weight is analyzed into two components, as shown in **Figure 1**.

The vertical reaction acting on the section from the underlying soil is equal to ** N**, while the maximum shear stress that can be developed along the failure plane is:

where ** φ** is the friction angle of the soil.

The driving force of the slope movement is the component of the weight parallel to the potential failure surface (* T*), while the resisting force is the shear strength of the ground (

**Equation [5]** indicates that, in an infinite slope analysis, the FoS does not depend on the depth of the failure surface but is a function of the friction angle and the angle of the slope. In particular, the slope is stable for every *β < φ*, and unstable *β > φ*. Therefore, the maximum slope inclination that a cohesionless soil can be obtain in nature while being stable is equal to its friction angle.

The same slope described above with an angle of **β°** consists of a cohesive soil and seepage is allowed. The presence of pore-water pressures as well as the cohesion of the soil change the stability conditions as shown in **Figure 2**.

where **H** is the height of the slice. In case that the seepage flow height is smaller than H, the corresponding depth of flow is utilized. The total pore-water force acting on the base of the slice is:

The driving force ** T** is derived as shown in

Since the ground is cohesive, the resisting force consists of two components, the one deriving from the soil cohesion and a second one deriving from its frictional strength:

where ** B/cos(β)** is the total length of the base of the slice.

Therefore, the **FoS** is calculated as:

Research conducted in Sweden in the beginning of the 20th century found that the geometry of many landslides resembles circular arcs. Such failure surfaces are known as rotational slides.

For a given circular failure surface, the weight forces that act on the ground’s center of gravity apply a driving moment around the center of rotation (which is the center of the circle that defines the failure surface). The resisting moment derives from the shear resistance that this circular failure surface can develop multiplied by the radius ** R** of the circle.

The Swedish slip circle is the simplest of the circular methods which assumes undrained conditions for the soil and may apply to short-term problems (usually at the end of a construction project). For such conditions, the undrained shear strength of the ground **c _{u}** is used (

Where ** L** is the length of the failure surface,

It should be noted that several failure surfaces should be investigated to find the one resulting in the __lowest FoS__ and assess the stability of the slope.

Craig, R.F. (2004). Craig's Soil Mechanics (7th ed.). CRC Press. doi.org/10.4324/9780203494103

Murthy, V. N. S. (2003). Geotechnical engineering: Principles and practices of soil mechanics and foundation engineering. New York: Marcel Dekke

Samtani, N.C, Nowatzki, E.A. (2006). Soils and Foundations Reference Manual Volume 1. U.S. Department of Transportation, Federal Highway Administration, Washington, D.C. 20590

WG/WLI, 1994. A suggested method for reporting landslide causes. Bull. Int. Assoc. Eng. Geol. 50 (1), 71e74.

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