Slope stability analysis

Slope stability analysis is performed to assess the safe design of a human-made or natural slopes (e.g. embankments, road cuts, open-pit mining, excavations, landfills etc.) and the equilibrium conditions.[1][2] Slope stability is the resistance of inclined surface to failure by sliding or collapsing.[3] The main objectives of slope stability analysis are finding endangered areas, investigation of potential failure mechanisms, determination of the slope sensitivity to different triggering mechanisms, designing of optimal slopes with regard to safety, reliability and economics, designing possible remedial measures, e.g. barriers and stabilization.[1][2]

Successful design of the slope requires geological information and site characteristics, e.g. properties of soil/rock mass, slope geometry, groundwater conditions, alternation of materials by faulting, joint or discontinuity systems, movements and tension in joints, earthquake activity etc.[4][5] The presence of water has a detrimental effect on slope stability. Water pressure acting in the pore spaces, fractures or other discontinuities in the materials that make up the pit slope will reduce the strength of those materials.[6] Choice of correct analysis technique depends on both site conditions and the potential mode of failure, with careful consideration being given to the varying strengths, weaknesses and limitations inherent in each methodology.[7]

Before the computer age stability analysis was performed graphically or by using a hand-held calculator. Today engineers have a lot of possibilities to use analysis software, ranges from simple limit equilibrium techniques through to computational limit analysis approaches (e.g. Finite element limit analysis, Discontinuity layout optimization) to complex and sophisticated numerical solutions (finite-/distinct-element codes).[1] The engineer must fully understand limitations of each technique. For example, limit equilibrium is most commonly used and simple solution method, but it can become inadequate if the slope fails by complex mechanisms (e.g. internal deformation and brittle fracture, progressive creep, liquefaction of weaker soil layers, etc.). In these cases more sophisticated numerical modelling techniques should be utilised. Also, even for very simple slopes, the results obtained with typical limit equilibrium methods currently in use (Bishop, Spencer, etc.) may differ considerably. In addition, the use of the risk assessment concept is increasing today. Risk assessment is concerned with both the consequence of slope failure and the probability of failure (both require an understanding of the failure mechanism).[8][9]

Within the last decade (2003) Slope Stability Radar has been developed to remotely scan a rock slope to monitor the spatial deformation of the face. Small movements of a rough wall can be detected with sub-millimeter accuracy by using interferometry techniques.

Figure 1: Rotational failure of slope on circular slip surface

Limit equilibrium analysis

Slope 2d plain
A typical cross-section of a slope used in two-dimensional analyses.

Conventional methods of slope stability analysis can be divided into three groups: kinematic analysis, limit equilibrium analysis, and rock fall simulators.[8] Most slope stability analysis computer programs are based on the limit equilibrium concept for a two- or three-dimensional model.[10][11] Two-dimensional sections are analyzed assuming plane strain conditions. Stability analyses of two-dimensional slope geometries using simple analytical approaches can provide important insights into the initial design and risk assessment of slopes.

Limit equilibrium methods investigate the equilibrium of a soil mass tending to slide down under the influence of gravity. Translational or rotational movement is considered on an assumed or known potential slip surface below the soil or rock mass.[12] In rock slope engineering, methods may be highly significant to simple block failure along distinct discontinuities.[8] All these methods are based on the comparison of forces, moments, or stresses resisting movement of the mass with those that can cause unstable motion (disturbing forces). The output of the analysis is a factor of safety, defined as the ratio of the shear strength (or, alternatively, an equivalent measure of shear resistance or capacity) to the shear stress (or other equivalent measure) required for equilibrium. If the value of factor of safety is less than 1.0, the slope is unstable.

All limit equilibrium methods assume that the shear strengths of the materials along the potential failure surface are governed by linear (Mohr-Coulomb) or non-linear relationships between shear strength and the normal stress on the failure surface.[12] The most commonly used variation is Terzaghi's theory of shear strength which states that

where is the shear strength of the interface, is the effective stress ( is the total stress normal to the interface and is the pore water pressure on the interface), is the effective friction angle, and is the effective cohesion.

The methods of slices is the most popular limit equilibrium technique. In this approach, the soil mass is discretized into vertical slices.[11][13] Several versions of the method are in use. These variations can produce different results (factor of safety) because of different assumptions and inter-slice boundary conditions.[12][14]

The location of the interface is typically unknown but can be found using numerical optimization methods.[15] For example, functional slope design considers the critical slip surface to be the location where that has the lowest value of factor of safety from a range of possible surfaces. A wide variety of slope stability software use the limit equilibrium concept with automatic critical slip surface determination.

Typical slope stability software can analyze the stability of generally layered soil slopes, embankments, earth cuts, and anchored sheeting structures. Earthquake effects, external loading, groundwater conditions, stabilization forces (i.e., anchors, geo-reinforcements etc.) can also be included.

Analytical techniques: Method of slices

Pett bish
Schematic of the method of slices showing rotation center.

Many slope stability analysis tools use various versions of the methods of slices such as Bishop simplified, Ordinary method of slices (Swedish circle method/Petterson/Fellenius), Spencer, Sarma etc. Sarma and Spencer are called rigorous methods because they satisfy all three conditions of equilibrium: force equilibrium in horizontal and vertical direction and moment equilibrium condition. Rigorous methods can provide more accurate results than non-rigorous methods. Bishop simplified or Fellenius are non-rigorous methods satisfying only some of the equilibrium conditions and making some simplifying assumptions.[13][14] Some of these approaches are discussed below.

Swedish Slip Circle Method of Analysis

The Swedish Slip Circle method assumes that the friction angle of the soil or rock is equal to zero, i.e., . In other words, when friction angle is considered to be zero, the effective stress term goes to zero, thus equating the shear strength to the cohesion parameter of the given soil. The Swedish slip circle method assumes a circular failure interface, and analyzes stress and strength parameters using circular geometry and statics. The moment caused by the internal driving forces of a slope is compared to the moment caused by forces resisting slope failure. If resisting forces are greater than driving forces, the slope is assumed stable.

Ordinary Method of Slices

Slope 2d mos plain
Division of the slope mass in the method of slices.

In the method of slices, also called OMS or the Fellenius method, the sliding mass above the failure surface is divided into a number of slices. The forces acting on each slice are obtained by considering the mechanical (force and moment) equilibrium for the slices. Each slice is considered on its own and interactions between slices are neglected because the resultant forces are parallel to the base of each slice. However, Newton's third law is not satisfied by this method because, in general, the resultants on the left and right of a slice do not have the same magnitude and are not collinear.[16]

This allows for a simple static equilibrium calculation, considering only soil weight, along with shear and normal stresses along the failure plane. Both the friction angle and cohesion can be considered for each slice. In the general case of the method of slices, the forces acting on a slice are shown in the figure below. The normal () and shear () forces between adjacent slices constrain each slice and make the problem statically indeterminate when they are included in the computation.

Slope 2d equil mos plain
Force equilibrium for a slice in the method of slices. The block is assumed to have thickness . The slices on the left and right exert normal forces and shear forces , the weight of the slice causes the force . These forces are balanced by the pore pressure and reactions of the base .

For the ordinary method of slices, the resultant vertical and horizontal forces are

where represents a linear factor that determines the increase in horizontal force with the depth of the slice. Solving for gives

Next, the method assumes that each slice can rotate about a center of rotation and that moment balance about this point is also needed for equilibrium. A balance of moments for all the slices taken together gives

where is the slice index, are the moment arms, and loads on the surface have been ignored. The moment equation can be used to solve for the shear forces at the interface after substituting the expression for the normal force:

Using Terzaghi's strength theory and converting the stresses into moments, we have

where is the pore pressure. The factor of safety is the ratio of the maximum moment from Terzaghi's theory to the estimated moment,

Modified Bishop’s Method of Analysis

The Modified Bishop's method[17] is slightly different from the ordinary method of slices in that normal interaction forces between adjacent slices are assumed to be collinear and the resultant interslice shear force is zero. The approach was proposed by Alan W. Bishop of Imperial College. The constraint introduced by the normal forces between slices makes the problem statically indeterminate. As a result, iterative methods have to be used to solve for the factor of safety. The method has been shown to produce factor of safety values within a few percent of the "correct" values.

The factor of safety for moment equilibrium in Bishop's method can be expressed as


where, as before, is the slice index, is the effective cohesion, is the effective internal angle of internal friction, is the width of each slice, is the weight of each slice, and is the water pressure at the base of each slice. An iterative method has to be used to solve for because the factor of safety appears both on the left and right hand sides of the equation.

Lorimer's method

Lorimer's Method is a technique for evaluating slope stability in cohesive soils. It differs from Bishop's Method in that it uses a clothoid slip surface in place of a circle. This mode of failure was determined experimentally to account for effects of particle cementation. The method was developed in the 1930s by Gerhardt Lorimer (Dec 20, 1894-Oct 19, 1961), a student of geotechnical pioneer Karl von Terzaghi.

Spencer’s Method

Spencer's Method of analysis[18] requires a computer program capable of cyclic algorithms, but makes slope stability analysis easier. Spencer's algorithm satisfies all equilibria (horizontal, vertical and driving moment) on each slice. The method allows for unconstrained slip plains and can therefore determine the factor of safety along any slip surface. The rigid equilibrium and unconstrained slip surface result in more precise safety factors than, for example, Bishop's Method or the Ordinary Method of Slices.[18]

Sarma method

The Sarma method,[19] proposed by Sarada K. Sarma of Imperial College is a Limit equilibrium technique used to assess the stability of slopes under seismic conditions. It may also be used for static conditions if the value of the horizontal load is taken as zero. The method can analyse a wide range of slope failures as it may accommodate a multi-wedge failure mechanism and therefore it is not restricted to planar or circular failure surfaces. It may provide information about the factor of safety or about the critical acceleration required to cause collapse.


The assumptions made by a number of limit equilibrium methods are listed in the table below.[20]

Method Assumption
Ordinary method of cells Interslice forces are neglected
Bishop's simplified/modified [17] Resultant interslice forces are horizontal. There are no interslice shear forces.
Janbu's simplified[21] Resultant interslice forces are horizontal. An empirical correction factor is used to account for interslice shear forces.
Janbu's generalized[21] An assumed line of thrust is used to define the location of the interslice normal force.
Spencer [18] The resultant interslice forces have constant slope throughout the sliding mass. The line of thrust is a degree of freedom.
Chugh[22] Same as Spencer's method but with a constant acceleration force on each slice.
Morgenstern-Price[23] The direction of the resultant interslice forces is defined using an arbitrary function. The fractions of the function value needed for force and moment balance is computed.
Fredlund-Krahn (GLE) [16] Similar to Morgenstern-Price.
Corps of Engineers [24] The resultant interslice force is either parallel to the ground surface or equal to the average slope from the beginning to the end of the slip surface..
Lowe and Karafiath [25] The direction of the resultant interslice force is equal to the average of the ground surface and the slope of the base of each slice.
Sarma [19] The shear strength criterion is applied to the shears on the sides and bottom of each slice. The inclinations of the slice interfaces are varied until a critical criterion is met.

The table below shows the statical equilibrium conditions satisfied by some of the popular limit equilibrium methods.[20]

Method Force balance (vertical) Force balance (horizontal) Moment balance
Ordinary MS Yes No Yes
Bishop's simplified Yes No Yes
Janbu's simplified Yes Yes No
Janbu's generalized Yes Yes Used to compute interslice shear forces
Spencer Yes Yes Yes
Chugh Yes Yes Yes
Morgenstern-Price Yes Yes Yes
Fredlund-Krahn Yes Yes Yes
Corps of Engineers Yes Yes No
Lowe and Karafiath Yes Yes No
Sarma Yes Yes Yes

Rock slope stability analysis

Rock slope stability analysis based on limit equilibrium techniques may consider following modes of failures:

  • Planar failure -> case of rock mass sliding on a single surface (special case of general wedge type of failure); two-dimensional analysis may be used according to the concept of a block resisting on an inclined plane at limit equilibrium[26][27]
  • Polygonal failure -> sliding of a nature rock usually takes place on polygonally-shaped surfaces; calculation is based on a certain assumptions (e.g. sliding on a polygonal surface which is composed from N parts is kinematically possible only in case of development at least (N - 1) internal shear surfaces; rock mass is divided into blocks by internal shear surfaces; blocks are considered to be rigid; no tensile strength is permitted etc.)[27]
  • Wedge failure -> three-dimensional analysis enables modelling of the wedge sliding on two planes in a direction along the line of intersection[27][28]
  • Toppling failure -> long thin rock columns formed by the steeply dipping discontinuities may rotate about a pivot point located at the lowest corner of the block; the sum of the moments causing toppling of a block (i.e. horizontal weight component of the block and the sum of the driving forces from adjacent blocks behind the block under consideration) is compared to the sum of the moments resisting toppling (i.e. vertical weight component of the block and the sum of the resisting forces from adjacent blocks in front of the block under consideration); toppling occur if driving moments exceed resisting moments[29][30]

Limit equilibrium analysis software

  • SLIDE[31] provides 2D stability calculations in rocks or soils using these rigorous analysis methods: Spencer,Sarma and Morgenstern-Price/General limit equilibrium; and non-rigorous methods: Bishop simplified, Corps of Engineers, Janbu simplified/corrected, Lowe-Karafiath and Ordinary/Fellenius. Searching of the critical slip surface is realized with the help of a grid or as a slope search in user-defined area. Program includes also probabilistic analysis using Monte Carlo or Latin Hypercube simulation techniques where any input parameter can be defined as a random variable. Probabilistic analysis determine the probability of failure and reliability index, which gives better representation of the level of safety. Back analysis serves for calculation of a reinforcement load with a given required factor of safety. Program enables finite element groundwater seepage analysis.[31]
  • D-Stability [32] is free to use and provides several Limit Equilibrium Methods for soft soil slope engineering. Limit equilibrium methods include Bishop, Uplift-Van and Spencer.[33] These methods are integrated with brute force-, particle swarm- and genetic algorithms for optimization. Staged construction is available for undrained yield stress administration. The safety factor can be analyzed in each building stage. Several loads (line, uniform, earthquake) and reinforcements (geogrids, nails) are available. An integrated FORM routine alows the user to calculate the probability of failure of a slope.
  • SLOPE/W[34] is formulated in terms of moment and force equilibrium factor of safety equations. Limit equilibrium methods include Morgenstern-Price, General limit equilibrium, Spencer, Bishop, Ordinary, Janbu etc. This program allows integration with other applications. For example, finite element computed stresses from SIGMA/W[35] or QUAKE/W[36] can be used to calculate a stability factor by computing total shear resistance and mobilized shear stress along the entire slip surface. Then a local stability factor for each slice is obtained. Using a Monte Carlo approach, program computes the probability of failure in addition to the conventional factor of safety.[34] STABL WV[37] is a limit equilibrium-based, Windows software based on the stabl family of algorithms. It allows analysis using Bishop's, Spencer's and Janbu's method. Regular slopes as well as slopes with various types of inclusions may be analyzed.
  • HYDRUS[38] add-on modules can check the stability of embankments, dams, earth cuts and anchored sheeting structures with the influence of the water. The values of the pore pressure in transport domain are imported automatically for the selected time to Stability module. The analysis can be repeated for all time shots of the water movement simulated by basic program. The common method of slices (the Bishop, Fellenius/Petterson, Morgenstern-Price or the Spencer) can be set as well as the different type of Geo-reinforcement or Earthquake effects.
  • SVSlope[39] is formulated in terms of moment and force equilibrium factor of safety equations. Limit equilibrium methods include Morgenstern-Price, General limit equilibrium, Spencer, Bishop, Ordinary, Kulhawy and others This program allows integration with other applications in the geotechnical software suite. For example, finite element computed stresses from SVSolid[40] or pore-water pressures from SVFlux[41] can be used to calculate the factor of safety by computing total shear resistance and mobilized shear stress along the entire slip surface. The software also utilizes Monte Carlo, Latin Hypercube, and the APEM probabilistic approaches. Spatial variability through random fields computations may also be included in the analysis.
  • Scoops3D[42] evaluates slope stability throughout a digital landscape represented by a digital elevation model (DEM). The program uses a three-dimensional (3D) method of columns limit-equilibrium analysis (Bishop's simplified or Ordinary methods) to assess the stability of many potential rotational landslides (typically millions) within a user-defined size range. It provides the least-stable potential landslide for each DEM cell in the landscape, as well the associated volumes and (or) areas. It can incorporate full 3D distributions of material properties and pore pressures.
  • dotSlope[43] provides limit equilibrium analyses through the methods of Fellenius, Bishop simplified, Janbu simplified/corrected, Corps of Engineers, Lowe & Karafiath, Spencer, GLE/Morgenstern & Price. The slope can have multiple soils, impenetrable layers, cuts and embankments, multiple groundwater conditions, ponded water, dry and water filled tension cracks, soil reinforcements (anchors, nails, piles and geo-synthetics). Slip surfaces can be defined through six surface generators in order to find the critical case. dotSlope[43] can run deterministic analyses, surface optimization, sensitivity analyses along with probabilistic analyses using the Monte Carlo method. The program runs on Microsoft Windows, Mac OS X and Android.[44]
  • GALENA[45] - includes stability analysis, back analysis, and probability analysis, using the Bishop, Spencer-Wright and Sarma methods.[45]
  • GSLOPE[46] - provides limit equilibrium slope stability analysis of existing natural slopes, unreinforced man-made slopes, or slopes with soil reinforcement, using Bishop’s Modified method and Janbu’s Simplified method applied to circular, composite or non-circular surfaces.[46]
  • CLARA-W[47] - three-dimensional slope stability program includes calculation with the help of these methods: Bishop simplified, Janbu simplified, Spencer and Morgenstern-Price. Problem configurations can involve rotational or non-rotational sliding surfaces, ellipsoids, wedges, compound surfaces, fully specified surfaces and searches.[47]
  • TSLOPE3[48] - two- or three-dimensional analyses of soil and rock slopes using Spencer method.[48]
  • A program specific for rock slope analysis is AutoBlock.[49] It overcome two problems inherently complicating the analysis in engineering practice: firstly determining volumes and magnitudes of sliding areas of potentially unstable blocks based on the real topography, and secondly finding the critical blocks which are formed by an intersection of various discontinuities. It allows importing arbitrarily complex terrain surfaces which have been digitized beforehand using a topographic map. These surfaces are then extruded to a 3D solid which may be intersected by various sets of discontinuities. By combining all possible locations of all discontinuities potentially unstable blocks are determined. For each block, the factor of safety against sliding is computed using the limit equilibrium method. AutoBlock is an add-on to the popular program "AutoCAD" and exploits its possibilities and its power (e.g. for 3D-visualizations).

Limit analysis

A more rigorous approach to slope stability analysis is limit analysis. Unlike limit equilibrium analysis which makes ad-hoc though often reasonable assumptions, limit analysis is based on rigorous plasticity theory. This enables, among other things, the computation of upper and lower bounds on the true factor of safety.

Programs based on limit analysis include:

  • OptumG2 (2014-) General purpose software for geotechnical applications (also includes elastoplasticity, seepage, consolidation, staged construction, tunneling, and other relevant geotechnical analysis types).
  • LimitState:GEO (2008-) General purpose geotechnical software application based on Discontinuity layout optimization for plane strain problems including slope stability.

Stereographic and kinematic analysis

Kinematic analysis examines which modes of failure can possibly occur in the rock mass. Analysis requires the detailed evaluation of rock mass structure and the geometry of existing discontinuities contributing to block instability.[50][51] Stereographic representation (stereonets) of the planes and lines is used.[52] Stereonets are useful for analyzing discontinuous rock blocks.[53] Program DIPS[54] allows for visualization structural data using stereonets, determination of the kinematic feasibility of rock mass and statistical analysis of the discontinuity properties.[50][54]

Rockfall simulators

Rock slope stability analysis may design protective measures near or around structures endangered by the falling blocks. Rockfall simulators determine travel paths and trajectories of unstable blocks separated from a rock slope face. Analytical solution method described by Hungr & Evans[55] assumes rock block as a point with mass and velocity moving on a ballistic trajectory with regard to potential contact with slope surface. Calculation requires two restitution coefficients that depend on fragment shape, slope surface roughness, momentum and deformational properties and on the chance of certain conditions in a given impact.[56]

Program ROCFALL[57] provides a statistical analysis of trajectory of falling blocks. Method rely on velocity changes as a rock blocks roll, slide or bounce on various materials. Energy, velocity, bounce height and location of rock endpoints are determined and may be analyzed statistically. The program can assist in determining remedial measures by computing kinetic energy and location of impact on a barrier. This can help determine the capacity, size and location of barriers.[57]

Numerical methods of analysis

Numerical modelling techniques provide an approximate solution to problems which otherwise cannot be solved by conventional methods, e.g. complex geometry, material anisotropy, non-linear behaviour, in situ stresses. Numerical analysis allows for material deformation and failure, modelling of pore pressures, creep deformation, dynamic loading, assessing effects of parameter variations etc. However, numerical modelling is restricted by some limitations. For example, input parameters are not usually measured and availability of these data is generally poor. User also should be aware of boundary effects, meshing errors, hardware memory and time restrictions. Numerical methods used for slope stability analysis can be divided into three main groups: continuum, discontinuum and hybrid modelling.[58]

Continuum modelling

Mesh fem
Figure 3: Finite element mesh

Modelling of the continuum is suitable for the analysis of soil slopes, massive intact rock or heavily jointed rock masses. This approach includes the finite-difference and finite element methods that discretize the whole mass to finite number of elements with the help of generated mesh (Fig. 3). In finite-difference method (FDM) differential equilibrium equations (i.e. strain-displacement and stress-strain relations) are solved. finite element method (FEM) uses the approximations to the connectivity of elements, continuity of displacements and stresses between elements. Most of numerical codes allows modelling of discrete fractures, e.g. bedding planes, faults. Several constitutive models are usually available, e.g. elasticity, elasto-plasticity, strain-softening, elasto-viscoplasticity etc.[58]

Discontinuum modelling

Discontinuum approach is useful for rock slopes controlled by discontinuity behaviour. Rock mass is considered as an aggregation of distinct, interacting blocks subjected to external loads and assumed to undergo motion with time. This methodology is collectively called the discrete-element method (DEM). Discontinuum modelling allows for sliding between the blocks or particles. The DEM is based on solution of dynamic equation of equilibrium for each block repeatedly until the boundary conditions and laws of contact and motion are satisfied. Discontinuum modelling belongs to the most commonly applied numerical approach to rock slope analysis and following variations of the DEM exist:[58]

The distinct-element approach describes mechanical behaviour of both, the discontinuities and the solid material. This methodology is based on a force-displacement law (specifying the interaction between the deformable rock blocks) and a law of motion (determining displacements caused in the blocks by out-of-balance forces). Joints are treated as [boundary conditions. Deformable blocks are discretized into internal constant-strain elements.[58]

Discontinuum program UDEC[59] (Universal distinct element code) is suitable for high jointed rock slopes subjected to static or dynamic loading. Two-dimensional analysis of translational failure mechanism allows for simulating large displacements, modelling deformation or material yielding.[59] Three-dimensional discontinuum code 3DEC[60] contains modelling of multiple intersecting discontinuities and therefore it is suitable for analysis of wedge instabilities or influence of rock support (e.g. rockbolts, cables).[58]

In discontinuous deformation analysis (DDA) displacements are unknowns and equilibrium equations are then solved analogous to finite element method. Each unit of finite element type mesh represents an isolated block bounded by discontinuities. Advantage of this methodology is possibility to model large deformations, rigid body movements, coupling or failure states between rock blocks.[58]

Discontinuous rock mass can be modelled with the help of distinct-element methodology in the form of particle flow code, e.g. program PFC2D/3D.[61][62] Spherical particles interact through frictional sliding contacts. Simulation of joint bounded blocks may be realized through specified bond strengths. Law of motion is repeatedly applied to each particle and force-displacement law to each contact. Particle flow methodology enables modelling of granular flow, fracture of intact rock, transitional block movements, dynamic response to blasting or seismicity, deformation between particles caused by shear or tensile forces. These codes also allow to model subsequent failure processes of rock slope, e.g. simulation of rock[58]

Hybrid/coupled modelling

Hybrid codes involve the coupling of various methodologies to maximize their key advantages, e.g. limit equilibrium analysis combined with finite element groundwater flow and stress analysis adopted in the SVOFFICE[63] or GEO-STUDIO[64] suites of software; coupled particle flow and finite-difference analyses used in PF3D[62] and FLAC3D.[65] Hybrid techniques allows investigation of piping slope failures and the influence of high groundwater pressures on the failure of weak rock slope. Coupled finite-/distinct-element codes, e.g. ELFEN,[66] provide for the modelling of both intact rock behaviour and the development and behaviour of fractures.[58]


Rock mass classification

Various rock mass classification systems exist for the design of slopes and to assess the stability of slopes. The systems are based on empirical relations between rock mass parameters and various slope parameters such as height and slope dip.

The Q-slope method for rock slope engineering and rock mass classification developed by Barton and Bar[67] expresses the quality of the rock mass for assessing slope stability using the Q-slope value, from which long-term stable, reinforcement-free slope angles can be derived.

See also


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External links

Alan W. Bishop

Alan Wilfred Bishop (27 May 1920 – 30 June 1988) was a British geotechnical engineer and academic, working at Imperial College London.

He was known for the Bishop's method of analysing soil slopes. After his graduation from Emmanuel College, Cambridge, Bishop worked under Alec Skempton and obtained his PhD in 1952 with his thesis title being: The stability of earth dams. He worked extensively in the field of experimental Soil mechanics and developed apparati for soil testing, such as the triaxial test and the ring shear.

His contribution to the science was widely acknowledged and he was invited in 1966 to deliver the 6th Rankine Lecture of the British Geotechnical Association titled: The strength of soils as engineering materials.Nowadays, a part of the Soil Mechanics Laboratories at Imperial College is named after him in recognition of his long-time work at the College.

Final cover

Final cover is a multilayered system of various materials which are primarily used to reduce the amount of storm water that will enter a landfill after closing. Proper final cover systems will also minimize the surface water on the liner system, resist erosion due to wind or runoff, control the migrations of landfill gases, and improve aesthetics.A final cover system can include a top soil layer composed of nutrient rich soil, a protective layer to reduce the effects of freeze/thaw, a drainage layer which moves storm water, a barrier layer, and a grading layer.

Finite element limit analysis

A finite element limit analysis (FELA) uses optimisation techniques to directly compute the upper or lower bound plastic collapse load (or limit load) for a mechanical system rather than time stepping to a collapse load, as might be undertaken with conventional non-linear finite element techniques. The problem may be formulated in either a kinematic or equilibrium form.The technique has been used most significantly in the field of soil mechanics for the determination of collapse loads for geotechnical problems (e.g. slope stability analysis). An alternative technique which may be used to undertake similar direct plastic collapse computations using optimization is Discontinuity layout optimization.

Geotechnical engineering

Geotechnical engineering is the branch of civil engineering concerned with the engineering behavior of earth materials. Geotechnical engineering is important in civil engineering, but also has applications in military, mining, petroleum and other engineering disciplines that are concerned with construction occurring on the surface or within the ground. Geotechnical engineering uses principles of soil mechanics and rock mechanics to investigate subsurface conditions and materials; determine the relevant physical/mechanical and chemical properties of these materials; evaluate stability of natural slopes and man-made soil deposits; assess risks posed by site conditions; design earthworks and structure foundations; and monitor site conditions, earthwork and foundation construction.A typical geotechnical engineering project begins with a review of project needs to define the required material properties. Then follows a site investigation of soil, rock, fault distribution and bedrock properties on and below an area of interest to determine their engineering properties including how they will interact with, on or in a proposed construction. Site investigations are needed to gain an understanding of the area in or on which the engineering will take place. Investigations can include the assessment of the risk to humans, property and the environment from natural hazards such as earthquakes, landslides, sinkholes, soil liquefaction, debris flows and rockfalls.

A geotechnical engineer then determines and designs the type of foundations, earthworks, and/or pavement subgrades required for the intended man-made structures to be built. Foundations are designed and constructed for structures of various sizes such as high-rise buildings, bridges, medium to large commercial buildings, and smaller structures where the soil conditions do not allow code-based design.

Foundations built for above-ground structures include shallow and deep foundations. Retaining structures include earth-filled dams and retaining walls. Earthworks include embankments, tunnels, dikes and levees, channels, reservoirs, deposition of hazardous waste and sanitary landfills. Geotechnical engineers are extensively involved in earthen and concrete dam projects, evaluating the subsurface conditions at the dam site and the side slopes of the reservoir, the seepage conditions under and around the dam and the stability of the dam under a range of normal and extreme loading conditions.

Geotechnical engineering is also related to coastal and ocean engineering. Coastal engineering can involve the design and construction of wharves, marinas, and jetties. Ocean engineering can involve foundation and anchor systems for offshore structures such as oil platforms.

The fields of geotechnical engineering and engineering geology are closely related, and have large areas of overlap. However, the field of geotechnical engineering is a specialty of engineering, where the field of engineering geology is a specialty of geology. Coming from the fields of engineering and science, respectively, the two may approach the same subject, such as soil classification, with different methods.

Grade (slope)

The grade (also called slope, incline, gradient, mainfall, pitch or rise) of a physical feature, landform or constructed line refers to the tangent of the angle of that surface to the horizontal. It is a special case of the slope, where zero indicates horizontality. A larger number indicates higher or steeper degree of "tilt". Often slope is calculated as a ratio of "rise" to "run", or as a fraction ("rise over run") in which run is the horizontal distance (not the distance along the slope) and rise is the vertical distance.

The grades or slopes of existing physical features such as canyons and hillsides, stream and river banks and beds are often described. Grades are typically specified for new linear constructions (such as roads, landscape grading, roof pitches, railroads, aqueducts, and pedestrian or bicycle circulation routes). The grade may refer to the longitudinal slope or the perpendicular cross slope.

Newmark's sliding block

The Newmark's sliding block analysis method is an engineering that calculates permanent displacements of soil slopes (also embankments and dams) during seismic loading. Newmark analysis does not calculate actual displacement, but rather is an index value that can be used to provide an indication of the structures likelihood of failure during a seismic event. It is also simply called Newmark's analysis or Sliding block method of slope stability analysis.

Retaining wall

Retaining walls are relatively rigid walls used for supporting soil laterally so that it can be retained at different levels on the two sides.

Retaining walls are structures designed to restrain soil to a slope that it would not naturally keep to (typically a steep, near-vertical or vertical slope). They are used to bound soils between two different elevations often in areas of terrain possessing undesirable slopes or in areas where the landscape needs to be shaped severely and engineered for more specific purposes like hillside farming or roadway overpasses. A retaining wall that retains soil on the backside and water on the frontside is called a seawall or a bulkhead.

Rock mass classification

Rock mass classification systems are used for various engineering design and stability analysis. These are based on empirical relations between rock mass parameters and engineering applications, such as tunnels, slopes, foundations, and excavatability. The first rock mass classification system in geotechnical engineering was proposed in 1946 for tunnels with steel set support.

Rock mechanics

Rock mechanics is a theoretical and applied science of the mechanical behavior of rock and rock masses; compared to geology, it is that branch of mechanics concerned with the response of rock and rock masses to the force fields of their physical environment.


SEEP2D is a 2D seepage analysis program written by Dr. Fred Tracy of the United States Army Corps of Engineers. The program is used to analyze water seepage, typically through dams and levees or under sheet piles. "The model is internationally known in the

engineering community as a model for complicated seepage analysis of dams and levees."

It has been shown to have acceptable accuracy compared with experimental results.


STABL is a computer program initially developed as a public domain program by engineers at Purdue University. The program is used for slope stability analysis. The windows version of the program allows analysis of unreinforced slopes, slopes with tiebacks, as well as slopes reinforced with nails or geogrids using the Bishop, Janbu simplified, and Spencer methods.


SVSLOPE is a slope stability analysis program developed by SoilVision Systems Ltd.. The software is designed to analyze slopes using both the classic "method of slices" as well as newer stress-based methods. The program is used in the field of civil engineering to analyze levees, earth dams, natural slopes, tailings dams, heap leach piles, waste rock piles, and anywhere there is concern for mass wasting. SVSLOPE finds the factor of safety or the probability of failure for the slope. The software makes use of advanced searching methods to determine the critical failure surface.

Sarada K. Sarma

Sarada Kanta Sarma is a geotechnical engineer, emeritus reader of engineering seismology and senior research investigator at Imperial College London. He has developed a method of seismic slope stability analysis which is named after him, the Sarma method.

Sarma method

The Sarma method is a method used primarily to assess the stability of soil slopes under seismic conditions. Using appropriate assumptions the method can also be employed for static slope stability analysis. It was proposed by Sarada K. Sarma in the early 1970s as an improvement over the other conventional methods of analysis which had adopted numerous simplifying assumptions.

Seismic response of landfill

Solid waste landfills can be affected by seismic activity. The tension in a landfill liner rises significantly during an earthquake, and can lead to stretching or tearing of the material. The top of the landfill may crack, and methane collection systems can be moved relative to the cover.Increasing the depth of a waste column typically leads to a decrease in the ground acceleration felt at the surface of that landfill during an earthquake. The weight of waste is important in the analysis of landfill liner puncture and pipe crushing during an earthquake. Unstable rock under landfills such as limestone may yield during an earthquake, leading to a partial collapse of the fill. A major concern in this case would be the potential contamination of water sources that may be located below the landfill.

Slope (disambiguation)

Slope or gradient of a line describes its steepness, incline, or grade, in mathematics.

Slope may also refer to:

Grade (slope) of a topographic feature or constructed element

Piste, a marked track for alpine skiing.

Roof pitch, steepness of a roof

Slope (album) by Steve Jansen

A racial slur against Asians

Slope stability

Slope stability refers to the condition of inclined soil or rock slopes to withstand or undergo movement. The stability condition of slopes is a subject of study and research in soil mechanics, geotechnical engineering and engineering geology. Slope stability analyses include static and dynamic, analytical or empirical methods to evaluate the stability of earth and rock-fill dams, embankments, excavated slopes, and natural slopes in soil and rock. The analyses are generally aimed at understanding the causes of an occurred slope failure, or the factors that can potentially trigger a slope movement, resulting in a landslide, as well as at preventing the initiation of such movement, slowing it down or arresting it through mitigation countermeasures.

The stability of a slope is essentially controlled by the ratio between the available shear strength and the acting shear stress, which can be expressed in terms of a safety factor if these quantities are integrated over a potential (or actual) sliding surface. A slope can be globally stable if the safety factor, computed along any potential sliding surface running from the top of the slope to its toe, is always larger than 1. The smallest value of the safety factor will be taken as representing the global stability condition of the slope. Similarly, a slope can be locally stable if a safety factor larger than 1 is computed along any potential sliding surface running through a limited portion of the slope (for instance only within its toe). Values of the global or local safety factors close to 1 (typically comprised between 1 and 1.3, depending on regulations) indicate marginally stable slopes that require attention, monitoring and/or an engineering intervention (slope stabilization) to increase the safety factor and reduce the probability of a slope movement.

A previously stable slope can be affected by a number of predisposing factors or processes that make the safety factor decrease - either by increasing the shear stress or by decreasing the shear strength - and can ultimately result in slope failure. Factors that can trigger slope failure include hydrologic events (such as intense or prolonged rainfall, rapid snowmelt, progressive soil saturation, increase of water pressure within the slope), earthquakes (including aftershocks), internal erosion (piping), surface or toe erosion, artificial slope loading (for instance due to the construction of a building), slope cutting (for instance to make space for roadways, railways or buildings), or slope flooding (for instance by filling an artificial lake after damming a river).


UTEXAS is a slope stability analysis program written by Stephen G. Wright of the University of Texas at Austin. The program is used in the field of civil engineering to analyze levees, earth dams, natural slopes, and anywhere there is concern for mass wasting. UTEXAS finds the factor of safety for the slope and the critical failure surface. Recently the software was used to help determine the reasons behind the failure of I-walls during Hurricane Katrina.


VisualFEA is a finite element analysis program running on MS Windows and Mac OS X platforms. The program is being developed and distributed by Intuition Software, Inc. in South Korea, and is used chiefly for structural and geotechnical analysis. The strongest point of the program is its intuitive and user-friendly usage based on graphical pre- and postprocessing capabilities. VisualFEA has educational functions for teaching and learning structural mechanics and finite element analysis through graphical simulation. Thus, this program is widely used in college courses related to structural mechanics and finite element method.

Retaining walls
Numerical analysis


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