2899:-> 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
708:. 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.
5136:
4989:
817:
5035:
4948:
4936:
5047:
5098:
5023:
4924:
717:
5071:
5124:
5112:
271:
5148:
5059:
5172:
5088:
5011:
4912:
5160:
4960:
4349:
25:
3043:
615:
75:
3016:, 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.
1886:
725:
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.
3249:
analyses; hydro-mechanically coupled finite element and material point methods for simulating the entire process of rainfall-induced landslides. Hybrid techniques allows investigation of piping slope failures and the influence of high groundwater pressures on the failure of weak rock slope. Coupled
2523:
Spencer's Method of analysis 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
728:
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
2554:
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
2038:. 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.
724:
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
3179:(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. Three-dimensional discontinuum code
183:
in joints, earthquake activity etc. 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. Choice of correct analysis
3222:
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.
2987:
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.
1121:
3128:
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
123:
or collapsing. 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
2510:
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
2918:. 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.
2029:
The
Modified Bishop's method 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
3218:. 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.
574:
is the most popular limit equilibrium technique. In this approach, the soil mass is discretized into vertical slices. Several versions of the method are in use. These variations can produce different results (factor of safety) because of different
233:-element codes). 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
590:
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.
340:
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.
2019:
2249:
3135:
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
2343:
1371:
2950:
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
253:
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
3163:
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
2524:
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.
1229:
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
976:
3200:
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.
656:
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
1663:
415:
1462:
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:
2928:(2014-) General purpose software for geotechnical applications (also includes elastoplasticity, seepage, consolidation, staged construction, tunneling, and other relevant geotechnical analysis types).
981:
1224:
1652:
305:
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.
1460:
475:
2668:
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.
3183:
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).
2636:
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.
2967:
allows for visualization structural data using stereonets, determination of the kinematic feasibility of rock mass and statistical analysis of the discontinuity properties.
2555:
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.
706:
316:
mass. In rock slope engineering, methods may be highly significant to simple block failure along distinct discontinuities. All these methods are based on the comparison of
2416:
1924:
918:
878:
807:
767:
540:
2047:
91:
of soil- and rock-fill dams, embankments, excavated slopes, and natural slopes in soil and rock. It is performed to assess the safe design of a human-made or natural
3479:"Analytical solutions for annual probability of slope failure induced by rainfall at a specific slope using bivariate distribution of rainfall intensity and duration"
2391:
565:
495:
4939:
2996:
Numerical modelling techniques provide an approximate solution to problems which otherwise cannot be solved by conventional methods, e.g. complex geometry, material
1916:
669:
are non-rigorous methods satisfying only some of the equilibrium conditions and making some simplifying assumptions. Some of these approaches are discussed below.
438:
5050:
964:
5026:
4297:"Probabilistic simulation of entire process of rainfall-induced landslides using random finite element and material point methods with hydro-mechanical coupling"
3140:
are satisfied. Discontinuum modelling belongs to the most commonly applied numerical approach to rock slope analysis and following variations of the DEM exist:
2496:
2476:
2456:
2436:
2366:
1394:
1164:
1144:
938:
838:
515:
5991:
2883:
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.)
4451:
Hack, H.R.G.K. (25–28 November 2002). "An evaluation of slope stability classification. Keynote
Lecture.". In Dinis da Gama, C.; Ribeira e Sousa, L. (eds.).
2547:
2035:
2652:
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..
2260:
5074:
4860:
1236:
5127:
43:
5014:
4664:. UEF International Conference on Landslides - Causes, Impacts and Countermeasures. Davos, Switzerland: Verlag Glückauf GmbH. pp. 615–624.
1116:{\displaystyle {\begin{aligned}\sum F_{v}=0&=W-N\cos \alpha -T\sin \alpha \\\sum F_{h}=0&=kW+N\sin \alpha -T\cos \alpha \end{aligned}}}
2865:
type of failure); two-dimensional analysis may be used according to the concept of a block resisting on an inclined plane at limit equilibrium
594:
Typical slope stability software can analyze the stability of generally layered soil slopes, embankments, earth cuts, and anchored sheeting
5825:
3434:
Cardenas, IC (2019). "On the use of
Bayesian networks as a meta-modelling approach to analyse uncertainties in slope stability analysis".
2660:
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.
1881:{\displaystyle \sum _{j}\tau l_{j}R_{j}=l_{j}R_{j}\sigma _{j}'\tan \phi '+l_{j}R_{j}c'=R_{j}(N_{j}-u_{j}l_{j})\tan \phi '+l_{j}R_{j}c'}
354:) or non-linear relationships between shear strength and the normal stress on the failure surface. The most commonly used variation is
3892:
2506:
Lorimer's Method is a technique for evaluating slope stability in cohesive soils. It differs from Bishop's Method in that it uses a
4357:
184:
technique depends on both site conditions and the potential mode of failure, with careful consideration being given to the varying
5870:
4655:
Stead, Doug; Eberhardt, E.; Coggan, J.; Benko, B. (2001). M. Kühne; H.H. Einstein; E. Krauter; H. Klapperich; R. Pöttler (eds.).
4474:
Liu, Y.-C.; Chen, C.-S. (2005). "A new approach for application of rock mass classification on rock slope stability assessment".
3774:
4853:
1918:
is the pore pressure. The factor of safety is the ratio of the maximum moment from
Terzaghi's theory to the estimated moment,
4803:
4689:
Zhu, D.Y.; Lee, C.F.; Jiang, H.D. (2003), "Generalised framework of limit equilibrium methods for slope stability analysis",
4566:
4441:
4413:
4073:
3054:
is suitable for the analysis of soil slopes, massive intact rock or heavily jointed rock masses. This approach includes the
4746:
Yang, Xiao-Li; Li, L.; Yin, J.H. (2004), "Stability analysis of rock slopes with a modified Hoek-Brown failure criterion",
2596:
Resultant interslice forces are horizontal. An empirical correction factor is used to account for interslice shear forces.
4427:. 15th Meeting of the Association of European Geological Societies: Georesources Policy, Management, Environment. Tallinn.
2975:
Rock slope stability analysis may design protective measures near or around structures endangered by the falling blocks.
582:
The location of the interface is typically unknown but can be found using numerical optimization methods. For example,
4601:
3264:
3188:
3147:
3123:
1172:
3107:
2674:
The table below shows the statical equilibrium conditions satisfied by some of the popular limit equilibrium methods.
5280:
4878:
4846:
4680:
4618:
4587:
4464:
4385:
3406:
3269:
2932:
1146:
represents a linear factor that determines the increase in horizontal force with the depth of the slice. Solving for
312:. Translational or rotational movement is considered on an assumed or known potential slip surface below the soil or
216:
61:
4434:
Entwicklung einer
Anordnung zur Nutzung von Massenschwerebewegungen beim Quarzitabbau im Rheinischen Schiefergebirge
2875:
surfaces; calculation is based on a certain assumptions (e.g. sliding on a polygonal surface which is composed from
355:
1468:
364:
308:
Limit equilibrium methods investigate the equilibrium of a soil mass tending to slide down under the influence of
4741:. International Symposium on Rock Mechanics related to Dam Foundations. Rio de Janeiro, Brazil. pp. 103–124.
3697:
Spencer, E. (1967). "A Method of analysis of the
Stability of Embankments Assuming Parallel Inter-Slice Forces".
4829:
3172:
are treated as [boundary conditions. Deformable blocks are discretized into internal constant-strain elements.
3087:
4813:
Hungr, O.; Evans, S.G. (1988). "Engineering evaluation of fragmental rockfall hazards". In
Bonnard, C. (ed.).
2854:
Rock slope stability analysis based on limit equilibrium techniques may consider following modes of failures:
5528:
5409:
4951:
4628:
3284:
1399:
258:
concept is increasing today. Risk assessment is concerned with both the consequence of slope failure and the
212:
3254:
codes provide for the modelling of both intact rock behavior and the development and behavior of fractures.
2893:
analysis enables modelling of the wedge sliding on two planes in a direction along the line of intersection
677:
The Swedish Slip Circle method assumes that the friction angle of the soil or rock is equal to zero, i.e.,
603:
137:
4642:
2963:) of the planes and lines is used. Stereonets are useful for analyzing discontinuous rock blocks. Program
5841:
96:
4736:
2979:
simulators determine travel paths and trajectories of unstable blocks separated from a rock slope face.
443:
5441:
4886:
3165:
3137:
4656:
5744:
5139:
4367:
2014:{\displaystyle {\text{Factor of safety}}={\frac {\sum _{j}\tau l_{j}R_{j}}{\sum _{j}T_{j}R_{j}}}\,.}
5820:
5682:
5672:
5502:
5240:
5038:
4869:
4495:
Pantelidis, L. (2009). "Rock slope stability assessment through rock mass classification systems".
3850:
Morgenstern, N. R.; Price, V. Eo (1965), "The analysis of the stability of general slip surfaces",
3279:
3245:
3070:
3056:
3037:
2956:
810:
4459:. Funchal, Madeira, Portugal: Sociedade Portuguesa de Geotecnia, Lisboa, Portugal. pp. 3–32.
3231:
Hybrid codes involve the coupling of various methodologies to maximize their key advantages, e.g.
2478:
is the water pressure at the base of each slice. An iterative method has to be used to solve for
571:
39:
5660:
5635:
5575:
5255:
5196:
4296:
3478:
3274:
3206:
3159:
3131:
3119:
3079:
3005:
2890:
2244:{\displaystyle F={\cfrac {\sum _{j}{\cfrac {\left}{\psi _{j}}}}{\sum _{j}W_{j}\sin \alpha _{j}}}}
883:
843:
772:
732:
595:
298:
234:
230:
129:
5923:
5734:
5548:
5384:
5359:
5210:
5189:
5081:
820:
Force equilibrium for a slice in the method of slices. The block is assumed to have thickness
4791:
680:
5610:
5419:
4927:
4658:
Advanced numerical techniques in rock slope stability analysis - Applications and limitations
3289:
3075:
3033:
2563:
The assumptions made by a number of limit equilibrium methods are listed in the table below.
480:
226:
185:
2498:
because the factor of safety appears both on the left and right hand sides of the equation.
2396:
520:
5963:
5815:
5772:
5665:
5590:
4973:
4755:
4698:
4533:
4504:
4308:
4156:
3859:
3825:
3744:
3706:
3666:
3490:
3443:
3103:
1894:
423:
238:
4052:
Bourrier, Franck; Hungr, Oldrich (2013-03-06), Lambert, Stéphane; Nicot, François (eds.),
3919:
In Proc. 1st. Pan American Conference on Soil Mechanics and Foundation Engineering, México
622:
Many slope stability analysis tools use various versions of the methods of slices such as
8:
5739:
5729:
5285:
5270:
5230:
5203:
4978:
4968:
4558:
4145:"Selected components of geological structures and numerical modelling of slope stability"
3294:
3068:
the whole mass to finite number of elements with the help of generated mesh (Fig. 3). In
3051:
3021:
3013:
2980:
943:
350:
242:
87:
4817:. International Symposium on Landslides, Lausanne. Rotterdam: Balkema. pp. 685–690.
4759:
4702:
4537:
4508:
4312:
4160:
3863:
3829:
3748:
3710:
3670:
3657:
Bishop, A. W. (1955). "The use of the Slip Circle in the Stability Analysis of Slopes".
3494:
3447:
3192:(DDA) displacements are unknowns and equilibrium equations are then solved analogous to
2371:
545:
5690:
5399:
5182:
5101:
4779:
4324:
4174:
3875:
3506:
3459:
3304:
3001:
2481:
2461:
2441:
2421:
2351:
1379:
1149:
1129:
923:
823:
624:
500:
325:
302:
250:
221:
199:
stability analysis was performed graphically or by using a hand-held calculator. Today
176:
5787:
5533:
5424:
5394:
5245:
4799:
4783:
4771:
4724:
4676:
4614:
4597:
4583:
4562:
4460:
4437:
4409:
4328:
4178:
4069:
3879:
3510:
3463:
3402:
2616:
The resultant interslice forces have constant slope throughout the sliding mass. The
2512:
286:
246:
180:
3628:
Fredlund, DG; Krahn, J (1977), "Comparison of slope stability methods of analysis",
3090:
and stresses between elements. Most of numerical codes allows modelling of discrete
3086:
method (FEM) uses the approximations to the connectivity of elements, continuity of
970:
For the ordinary method of slices, the resultant vertical and horizontal forces are
5837:
5724:
5615:
5580:
5555:
5414:
5235:
4763:
4714:
4706:
4541:
4512:
4483:
4316:
4164:
4061:
3867:
3833:
3752:
3714:
3674:
3637:
3498:
3451:
3017:
2588:
Resultant interslice forces are horizontal. There are no interslice shear forces.
2338:{\displaystyle \psi _{j}=\cos \alpha _{j}+{\frac {\sin \alpha _{j}\tan \phi '}{F}}}
2041:
The factor of safety for moment equilibrium in Bishop's method can be expressed as
1657:
Using Terzaghi's strength theory and converting the stresses into moments, we have
333:
290:
278:
Conventional methods of slope stability analysis can be divided into three groups:
5062:
4320:
3455:
2983:
method described by Hungr & Evans assumes rock block as a point with mass and
2931:
LimitState:GEO (2008-) General purpose geotechnical software application based on
5953:
5777:
5695:
5630:
5625:
5523:
5389:
5260:
5115:
4670:
4608:
4545:
4516:
4487:
4405:
4053:
3782:
Proceedings of the Fourth International Symposium on Landslides, State-of-the-Art
3502:
3169:
3099:
2909:
2543:
599:
294:
255:
172:
112:
104:
4798:. International Symposium on Rock Joints. Rotterdam: Balkema. pp. 603–610.
3436:
Georisk: Assessment and Management of Risk for Engineered Systems and Geohazards
1366:{\displaystyle \sum M=0=\sum _{j}(W_{j}x_{j}-T_{j}R_{j}-N_{j}f_{j}-kW_{j}e_{j})}
576:
5900:
5792:
5709:
5513:
5275:
5265:
5151:
4710:
3917:
Lowe, John; Karafiath, Leslie (1960), "Stability of earth dams upon drawdown",
3756:
3065:
2915:
2628:
Same as Spencer's method but with a constant acceleration force on each slice.
2617:
2605:
2031:
345:
313:
283:
156:
5830:
4524:
Rupke, J.; Huisman, M.; Kruse, H.M.G. (2007). "Stability of man-made slopes".
4065:
3871:
3718:
5985:
5928:
5767:
5645:
5640:
5595:
5364:
4775:
4728:
4636:, Vancouver, Canada: Earth and Ocean Sciences, University of British Columbia
3309:
3095:
3009:
2945:
2861:-> case of rock mass sliding on a single surface (special case of general
348:
of the materials along the potential failure surface are governed by linear (
5135:
4988:
4792:"Review of predictive capabilities of JRC-JCS model in engineering practice"
4630:
Rock Slope Stability Analysis - Utilization of Advanced Numerical Techniques
3678:
940:. These forces are balanced by the pore pressure and reactions of the base
5948:
5943:
5933:
5913:
5600:
5543:
5374:
5091:
5034:
4947:
4838:
3837:
3798:
3168:(determining displacements caused in the blocks by out-of-balance forces).
2539:
2533:
816:
809:) forces between adjacent slices constrain each slice and make the problem
648:
642:
196:
5000:
4935:
4748:
International Journal for Numerical and Analytical Methods in Geomechanics
4425:
Slope stability in an old limestone quarry interested by a tourist project
4169:
4144:
3818:
International Journal for Numerical and Analytical Methods in Geomechanics
5958:
5655:
5538:
5477:
5046:
4669:
Abramson, Lee W.; Lee, Thomas S.; Sharma, Sunil; Boyce, Glenn M. (2002),
4220:
4195:
3801:(1973), RC Hirschfeld; SJ Poulos (eds.), "Slope stability computations",
3020:
used for slope stability analysis can be divided into three main groups:
2952:
329:
259:
189:
164:
5097:
5022:
4923:
3735:
Sarma, S. K. (1975). "Seismic stability of earth dams and embankments".
5782:
5762:
5650:
5462:
5457:
5379:
5369:
5250:
4995:
4915:
4719:
2997:
606:
forces (i.e., anchors, geo-reinforcements etc.) can also be included.
279:
148:
85:
is a static or dynamic, analytical or empirical method to evaluate the
4054:"Rockfall Dynamics: A Critical Review of Collision and Rebound Models"
5938:
5918:
5804:
5620:
5605:
5221:
5163:
4963:
2960:
2879:
parts is kinematically possible only in case of development at least
716:
262:
of failure (both require an understanding of the failure mechanism).
133:
120:
4767:
4555:
Software for engineering control of landslide and tunnelling hazards
3641:
274:
A typical cross-section of a slope used in two-dimensional analyses.
211:
techniques through to computational limit analysis approaches (e.g.
5968:
5855:
5585:
5560:
5487:
5404:
5070:
4060:, Hoboken, NJ, USA: John Wiley & Sons, Inc., pp. 175–209,
3816:
Chugh, Ashok K (1982), "Slope stability analysis for earthquakes",
3091:
2984:
2976:
2507:
658:
204:
200:
168:
160:
108:
100:
5123:
5111:
4613:, Colorado, USA: Society for Mining, Metallurgy, and Exploration,
5908:
5880:
5565:
5492:
5482:
5472:
5467:
5175:
5147:
4270:
4245:
309:
270:
116:
5058:
4754:(2), Chichester, Great Britain: John Wiley & Sons: 181–190,
4738:
Slope Stability with Plane, Wedge and Polygonal Sliding Surfaces
249:
of weaker soil layers, etc.). In these cases more sophisticated
5890:
5885:
5875:
5865:
5797:
5570:
5518:
5328:
5171:
5087:
5010:
4833:
3299:
2608:
is used to define the location of the interslice normal force.
321:
144:
125:
4911:
136:, and designing possible remedial measures, e.g. barriers and
5343:
337:
317:
92:
5159:
4959:
614:
332:
motion (disturbing forces). The output of the analysis is a
74:
5338:
5333:
5323:
5318:
5313:
5298:
4497:
International Journal of Rock Mechanics and Mining Sciences
4454:
3042:
152:
3102:. Several constitutive models are usually available, e.g.
2925:
618:
Schematic of the method of slices showing rotation center.
609:
4143:
Kaczmarek, Łukasz D.; Popielski, Paweł (1 January 2019).
3204:
Discontinuous rock mass can be modelled with the help of
672:
328:
resisting movement of the mass with those that can cause
151:
information and site characteristics, e.g. properties of
3596:
3594:
2914:
A more rigorous approach to slope stability analysis is
840:. The slices on the left and right exert normal forces
16:
Method for analyzing stability of slopes of soil or rock
4126:
4124:
4122:
4120:
4118:
4116:
4114:
2939:
2195:
2171:
2078:
2060:
2024:
301:
model. Two-dimensional sections are analyzed assuming
4675:(2nd ed.), New York, USA: John Wiley & Sons,
3948:
3946:
3944:
3399:
Guidelines for Evaluating Water in Pit Slope Stability
3396:
2871:-> sliding of a nature rock usually takes place on
2418:
is the effective internal angle of internal friction,
2198:
2174:
2081:
2063:
4592:
Fredlund, D. G., H. Rahardjo, M. D. Fredlund (2014).
3591:
2484:
2464:
2444:
2424:
2399:
2374:
2354:
2263:
2050:
1927:
1897:
1666:
1471:
1402:
1382:
1239:
1175:
1152:
1132:
979:
946:
926:
886:
846:
826:
775:
735:
683:
548:
523:
503:
483:
446:
426:
367:
4111:
4099:
3566:
3564:
3562:
3078:
equilibrium equations (i.e. strain-displacement and
2935:
for plane strain problems including slope stability.
4594:
Unsaturated Soil Mechanics in Engineering Practice.
4580:
Geotechnical Engineering: Principles and Practices.
4021:
3982:
3958:
3941:
3929:
3581:
3579:
3549:
3547:
3366:
720:
Division of the slope mass in the method of slices.
34:
may be too technical for most readers to understand
4142:
4087:
3999:
3997:
3522:
3520:
2490:
2470:
2450:
2430:
2410:
2385:
2360:
2337:
2243:
2013:
1910:
1880:
1646:
1454:
1388:
1365:
1218:
1158:
1138:
1115:
958:
932:
912:
872:
832:
801:
761:
700:
559:
534:
509:
489:
469:
432:
409:
4523:
4033:
3775:"Analytical methods for slope stability analysis"
3606:
3559:
3329:
3327:
3325:
1219:{\displaystyle N=W\cos \alpha -kW\sin \alpha \,.}
293:are based on the limit equilibrium concept for a
5983:
4650:, Washington DC, USA: US Army Corps of Engineers
4436:. Hackenheim, Germany: ConchBooks. p. 358.
4271:"PFC3D - Particle Flow Code in Three Dimensions"
4221:"3DEC - Three Dimensional Distinct Element Code"
3849:
3623:
3621:
3576:
3544:
3532:
3344:
3342:
2991:
2849:
497:is the total stress normal to the interface and
4402:Slopes and Excavations - Design and Calculation
3994:
3517:
2551:
4697:(4), Telford, London, Great Britain: 377–395,
4422:
4246:"PFC2D - Particle Flow Code in Two Dimensions"
4009:
3322:
3239:groundwater flow and stress analysis; coupled
517:is the pore water pressure on the interface),
344:All limit equilibrium methods assume that the
188:, weaknesses and limitations inherent in each
5992:Landslide analysis, prevention and mitigation
4854:
4051:
3970:
3916:
3627:
3618:
3378:
3339:
1647:{\displaystyle \sum _{j}T_{j}R_{j}=\sum _{j}}
265:
4868:
3415:
711:
410:{\displaystyle \tau =\sigma '\tan \phi '+c'}
203:have a lot of possibilities to use analysis
4640:
4423:Devoto, S.; Castelli, E. (September 2007).
4190:
4188:
3843:
3768:
3766:
3612:
3570:
3372:
3354:
3226:
920:, the weight of the slice causes the force
813:when they are included in the computation.
4861:
4847:
4494:
3692:
3690:
3688:
2921:Programs based on limit analysis include:
289:simulators. Most slope stability analysis
282:analysis, limit equilibrium analysis, and
4718:
4672:Slope Stability and Stabilization Methods
4626:
4552:
4386:Learn how and when to remove this message
4263:
4238:
4168:
4130:
4105:
4003:
3652:
3650:
3526:
3333:
3113:
3000:, non-linear behavior, in situ stresses.
2007:
1212:
634:Swedish circle method/Petterson/Fellenius
167:conditions, alternation of materials by
115:is the resistance of inclined surface to
62:Learn how and when to remove this message
46:, without removing the technical details.
4668:
4644:Engineering and Design - Slope Stability
4213:
4196:"UDEC - Universal Distinct Element Code"
4185:
3793:
3791:
3772:
3763:
3730:
3728:
3600:
3553:
3538:
3433:
3384:
3348:
3041:
2745:Used to compute interslice shear forces
815:
729:shown in the figure below. The normal (
715:
613:
440:is the shear strength of the interface,
269:
73:
4473:
4294:
3696:
3685:
3476:
3397:Beale, Geoff; Read, John, eds. (2014).
3106:, elasto-plasticity, strain-softening,
1455:{\displaystyle x_{j},R_{j},f_{j},e_{j}}
610:Analytical techniques: Method of slices
5984:
4789:
4734:
4606:
4399:
4039:
4027:
4015:
3988:
3976:
3964:
3952:
3935:
3656:
3647:
3360:
3027:
2970:
673:Swedish Slip Circle Method of Analysis
111:etc.) and the equilibrium conditions.
4842:
4812:
4654:
4269:
4244:
4093:
3815:
3809:
3797:
3788:
3734:
3725:
3421:
3024:, discontinuum and hybrid modelling.
579:and inter-slice boundary conditions.
542:is the effective friction angle, and
44:make it understandable to non-experts
4745:
4450:
4431:
4342:
4219:
4194:
2940:Stereographic and kinematic analysis
2025:Modified Bishop’s Method of Analysis
358:of shear strength which states that
18:
4790:Barton, N.R.; Bandis, S.C. (1990).
4688:
4641:US Army Corps of Engineers (2003),
3585:
2518:
2501:
661:results than non-rigorous methods.
13:
4735:Kovári, Kalman; Fritz, P. (1978).
4338:
3805:, Jon Wiley and Sons Inc., NY: 40P
3265:Discontinuous Deformation Analysis
3189:Discontinuous Deformation Analysis
3148:Discontinuous Deformation Analysis
3124:Discontinuous Deformation Analysis
470:{\displaystyle \sigma '=\sigma -u}
14:
6003:
4879:Offshore geotechnical engineering
4823:
3270:Discontinuity layout optimization
2933:Discontinuity layout optimization
2903:
2458:is the weight of each slice, and
217:Discontinuity layout optimization
5170:
5158:
5146:
5134:
5122:
5110:
5096:
5086:
5069:
5057:
5045:
5033:
5021:
5009:
4987:
4958:
4946:
4934:
4922:
4910:
4347:
2580:Interslice forces are neglected
23:
4288:
4136:
4045:
3910:
3885:
2527:
598:. Earthquake effects, external
219:) to complex and sophisticated
4553:Singh, B.; Goel, R.K. (2002).
3470:
3427:
3390:
2644:Similar to Morgenstern-Price.
2558:
2145:
2109:
1830:
1794:
1641:
1602:
1541:
1515:
1360:
1265:
1:
5529:Mechanically stabilized earth
4370:and help improve the section.
4321:10.1016/j.compgeo.2020.103989
3803:In Embankment-dam Engineering
3630:Canadian Geotechnical Journal
3456:10.1080/17499518.2018.1498524
3316:
3285:Finite element limit analysis
3046:Figure 3: Finite element mesh
2992:Numerical methods of analysis
2850:Rock slope stability analysis
213:Finite element limit analysis
5281:Hydraulic conductivity tests
4546:10.1016/j.enggeo.2006.12.009
4517:10.1016/j.ijrmms.2008.06.003
4488:10.1016/j.enggeo.2006.09.017
3898:. US Army Corps of Engineers
3503:10.1016/j.enggeo.2022.106969
2585:Bishop's simplified/modified
2438:is the width of each slice,
7:
5842:Stress distribution in soil
4607:Kliche, Charles A. (1999),
4295:Liu, Xin; Wang, Yu (2021).
3477:Liu, Xin; Wang, Yu (2023).
3257:
3210:methodology in the form of
2393:is the effective cohesion,
913:{\displaystyle S_{l},s_{r}}
873:{\displaystyle E_{l},E_{r}}
802:{\displaystyle S_{r},S_{l}}
762:{\displaystyle E_{r},E_{l}}
567:is the effective cohesion.
10:
6008:
4992:Pore pressure measurement
4711:10.1680/geot.2003.53.4.377
4578:Coduto, Donald P. (1998).
4277:, Minneapolis, USA: Itasca
4252:, Minneapolis, USA: Itasca
4227:, Minneapolis, USA: Itasca
4202:, Minneapolis, USA: Itasca
3757:10.1680/geot.1975.25.4.743
3117:
3031:
3008:and failure, modelling of
2943:
2907:
2686:Force balance (horizontal)
2531:
602:, groundwater conditions,
266:Limit equilibrium analysis
5899:
5854:
5753:
5745:Preconsolidation pressure
5717:
5708:
5681:
5501:
5450:
5437:
5352:
5306:
5297:
5220:
5140:Standard penetration test
4898:
4885:
4876:
4794:. In Barton, Nick (ed.).
4301:Computers and Geotechnics
4066:10.1002/9781118601532.ch6
3872:10.1680/geot.1965.15.1.79
3719:10.1680/geot.1967.17.1.11
2577:Ordinary method of slices
712:Ordinary Method of Slices
630:Ordinary method of slices
477:is the effective stress (
5241:California bearing ratio
5039:Rotary-pressure sounding
4870:Geotechnical engineering
4627:Eberhardt, Erik (2003),
4503:(2, number 2): 315–325.
3891:
3280:Finite difference method
3227:Hybrid/coupled modelling
3038:Finite difference method
2946:Stereonet § Geology
2683:Force balance (vertical)
2620:is a degree of freedom.
811:statically indeterminate
701:{\displaystyle \tau =c'}
83:Slope stability analysis
5661:Geosynthetic clay liner
5636:Expanded clay aggregate
5256:Proctor compaction test
5197:Crosshole sonic logging
5183:Nuclear densometer test
4940:Geo-electrical sounding
3773:Fredlund, D.G. (1984),
3679:10.1680/geot.1955.5.1.7
3275:Discrete element method
3252:finite-distinct-element
3235:analysis combined with
3144:distinct-element method
3120:Discrete element method
3080:stress-strain relations
584:functional slope design
490:{\displaystyle \sigma }
179:systems, movements and
5924:Earthquake engineering
5735:Lateral earth pressure
5360:Hydraulic conductivity
5211:Wave equation analysis
5190:Exploration geophysics
5082:Deformation monitoring
5051:Rotary weight sounding
3838:10.1002/nag.1610060304
3114:Discontinuum modelling
3108:elasto-viscoplasticity
3047:
2492:
2472:
2452:
2432:
2412:
2411:{\displaystyle \phi '}
2387:
2362:
2339:
2245:
2015:
1912:
1882:
1648:
1456:
1390:
1367:
1220:
1160:
1140:
1117:
967:
960:
934:
914:
874:
834:
803:
763:
721:
702:
619:
561:
536:
535:{\displaystyle \phi '}
511:
491:
471:
434:
411:
275:
147:of the slope requires
79:
5102:Settlement recordings
5027:Rock control drilling
4928:Cone penetration test
4830:Geotechnical Software
4170:10.1515/geo-2019-0017
3290:Finite element method
3196:method. Each unit of
3175:Discontinuum program
3045:
3034:Finite element method
2493:
2473:
2453:
2433:
2413:
2388:
2363:
2340:
2246:
2016:
1913:
1911:{\displaystyle u_{j}}
1883:
1649:
1457:
1391:
1368:
1221:
1161:
1141:
1118:
961:
935:
915:
875:
835:
819:
804:
764:
719:
703:
617:
562:
537:
512:
492:
472:
435:
433:{\displaystyle \tau }
412:
273:
207:, ranges from simple
77:
5964:Agricultural science
5666:Cellular confinement
4610:Rock Slope Stability
4596:Wiley-Interscience.
4559:Taylor & Francis
4058:Rockfall Engineering
3401:. CSIRO Publishing.
3004:allows for material
2641:Fredlund-Krahn (GLE)
2482:
2462:
2442:
2422:
2397:
2372:
2368:is the slice index,
2352:
2261:
2048:
1925:
1895:
1664:
1469:
1400:
1396:is the slice index,
1380:
1237:
1173:
1150:
1130:
977:
944:
924:
884:
844:
824:
773:
733:
681:
546:
521:
501:
481:
444:
424:
365:
5856:Numerical analysis
5740:Overburden pressure
5730:Pore water pressure
5510:Shoring structures
5385:Reynolds' dilatancy
5286:Water content tests
5271:Triaxial shear test
5231:Soil classification
5204:Pile integrity test
4760:2004IJNAM..28..181Y
4703:2003Getq...53..377Z
4538:2007EngGe..91...16R
4526:Engineering Geology
4509:2009IJRMM..46..315P
4476:Engineering Geology
4400:Wietek, B. (2021).
4313:2021CGeot.13203989L
4161:2019OGeo...11...17K
3864:1965Getq...15...79M
3830:1982IJNAM...6..307C
3749:1975Getq...25..743S
3711:1967Getq...17...11S
3671:1955Getq....5....7B
3495:2023EngGe.31306969L
3483:Engineering Geology
3448:2019GAMRE..13...53C
3295:Mohr-Coulomb theory
3223:simulation of rock
3214:code, e.g. program
3153:particle flow codes
3028:Continuum modelling
2981:Analytical solution
2971:Rockfall simulators
2736:Janbu's generalized
2708:Bishop's simplified
2601:Janbu's generalized
2197:
2173:
2080:
2062:
1735:
959:{\displaystyle N,T}
251:numerical modelling
222:numerical solutions
88:stability of slopes
5831:Slab stabilisation
5811:Stability analysis
4096:, pp. 685–690
4030:, pp. 111–123
3991:, pp. 139–152
3967:, pp. 153–169
3955:, pp. 103–124
3938:, pp. 125–137
3603:, pp. 363–367
3588:, pp. 377–395
3305:SMR classification
3048:
3002:Numerical analysis
2873:polygonally-shaped
2820:Lowe and Karafiath
2806:Corps of Engineers
2722:Janbu's simplified
2657:Lowe and Karafiath
2649:Corps of Engineers
2593:Janbu's simplified
2488:
2468:
2448:
2428:
2408:
2386:{\displaystyle c'}
2383:
2358:
2348:where, as before,
2335:
2241:
2237:
2209:
2192:
2187:
2168:
2074:
2011:
1983:
1948:
1908:
1878:
1723:
1676:
1644:
1514:
1481:
1452:
1386:
1363:
1264:
1216:
1156:
1136:
1113:
1111:
968:
956:
930:
910:
870:
830:
799:
759:
722:
698:
620:
560:{\displaystyle c'}
557:
532:
507:
487:
467:
430:
407:
276:
80:
5979:
5978:
5850:
5849:
5826:Sliding criterion
5788:Response spectrum
5704:
5703:
5534:Pressure grouting
5433:
5432:
5293:
5292:
5246:Direct shear test
4952:Permeability test
4805:978-90-6191-109-8
4568:978-90-5809-360-8
4443:978-3-939767-10-7
4432:Douw, W. (2009).
4415:978-3-658-35852-5
4396:
4395:
4388:
4075:978-1-118-60153-2
3893:"Slope Stability"
3246:finite-difference
3233:limit equilibrium
3071:finite-difference
3057:finite-difference
3050:Modelling of the
3018:Numerical methods
3014:creep deformation
2891:three-dimensional
2869:Polygonal failure
2847:
2846:
2778:Morgenstern-Price
2672:
2671:
2633:Morgenstern-Price
2552:Limit equilibrium
2513:Karl von Terzaghi
2491:{\displaystyle F}
2471:{\displaystyle u}
2451:{\displaystyle W}
2431:{\displaystyle l}
2361:{\displaystyle j}
2333:
2239:
2200:
2196:
2189:
2172:
2079:
2065:
2061:
2005:
1974:
1939:
1931:
1667:
1505:
1472:
1389:{\displaystyle j}
1255:
1159:{\displaystyle N}
1139:{\displaystyle k}
933:{\displaystyle W}
880:and shear forces
833:{\displaystyle b}
663:Bishop simplified
625:Bishop simplified
572:methods of slices
510:{\displaystyle u}
356:Terzaghi's theory
336:, defined as the
299:three-dimensional
291:computer programs
209:limit equilibrium
72:
71:
64:
5999:
5838:Bearing capacity
5725:Effective stress
5715:
5714:
5616:Land reclamation
5556:Land development
5451:Natural features
5448:
5447:
5415:Specific storage
5304:
5303:
5236:Atterberg limits
5174:
5162:
5150:
5138:
5126:
5114:
5100:
5090:
5075:Screw plate test
5073:
5061:
5049:
5037:
5025:
5013:
4991:
4962:
4950:
4938:
4926:
4914:
4896:
4895:
4863:
4856:
4849:
4840:
4839:
4818:
4809:
4786:
4742:
4731:
4722:
4685:
4665:
4663:
4651:
4649:
4637:
4635:
4623:
4572:
4549:
4520:
4491:
4482:(1–2): 129–143.
4470:
4447:
4428:
4419:
4391:
4384:
4380:
4377:
4371:
4366:Please read the
4362:may need cleanup
4351:
4350:
4343:
4333:
4332:
4292:
4286:
4285:
4284:
4282:
4267:
4261:
4260:
4259:
4257:
4242:
4236:
4235:
4234:
4232:
4217:
4211:
4210:
4209:
4207:
4192:
4183:
4182:
4172:
4149:Open Geosciences
4140:
4134:
4133:, pp. 17–38
4128:
4109:
4108:, pp. 15–17
4103:
4097:
4091:
4085:
4084:
4083:
4082:
4049:
4043:
4042:, pp. 43–65
4037:
4031:
4025:
4019:
4013:
4007:
4001:
3992:
3986:
3980:
3974:
3968:
3962:
3956:
3950:
3939:
3933:
3927:
3926:
3914:
3908:
3907:
3905:
3903:
3897:
3889:
3883:
3882:
3847:
3841:
3840:
3813:
3807:
3806:
3795:
3786:
3785:
3779:
3770:
3761:
3760:
3732:
3723:
3722:
3694:
3683:
3682:
3654:
3645:
3644:
3625:
3616:
3613:USArmyCorps 2003
3610:
3604:
3598:
3589:
3583:
3574:
3571:USArmyCorps 2003
3568:
3557:
3551:
3542:
3536:
3530:
3524:
3515:
3514:
3474:
3468:
3467:
3431:
3425:
3419:
3413:
3412:
3394:
3388:
3382:
3376:
3373:USArmyCorps 2003
3370:
3364:
3358:
3352:
3346:
3337:
3331:
3207:distinct-element
3160:distinct-element
3132:discrete-element
2959:representation (
2897:Toppling failure
2677:
2676:
2566:
2565:
2548:Imperial College
2519:Spencer’s Method
2502:Lorimer's method
2497:
2495:
2494:
2489:
2477:
2475:
2474:
2469:
2457:
2455:
2454:
2449:
2437:
2435:
2434:
2429:
2417:
2415:
2414:
2409:
2407:
2392:
2390:
2389:
2384:
2382:
2367:
2365:
2364:
2359:
2344:
2342:
2341:
2336:
2334:
2329:
2328:
2314:
2313:
2297:
2292:
2291:
2273:
2272:
2250:
2248:
2247:
2242:
2240:
2238:
2236:
2235:
2234:
2219:
2218:
2208:
2193:
2191:
2190:
2188:
2186:
2185:
2184:
2169:
2167:
2166:
2162:
2161:
2144:
2143:
2134:
2133:
2121:
2120:
2105:
2104:
2095:
2076:
2073:
2058:
2036:Imperial College
2020:
2018:
2017:
2012:
2006:
2004:
2003:
2002:
1993:
1992:
1982:
1972:
1971:
1970:
1961:
1960:
1947:
1937:
1932:
1930:Factor of safety
1929:
1917:
1915:
1914:
1909:
1907:
1906:
1887:
1885:
1884:
1879:
1877:
1869:
1868:
1859:
1858:
1846:
1829:
1828:
1819:
1818:
1806:
1805:
1793:
1792:
1780:
1772:
1771:
1762:
1761:
1749:
1731:
1722:
1721:
1712:
1711:
1699:
1698:
1689:
1688:
1675:
1653:
1651:
1650:
1645:
1640:
1639:
1630:
1629:
1614:
1613:
1601:
1600:
1585:
1584:
1569:
1568:
1553:
1552:
1537:
1536:
1527:
1526:
1513:
1501:
1500:
1491:
1490:
1480:
1461:
1459:
1458:
1453:
1451:
1450:
1438:
1437:
1425:
1424:
1412:
1411:
1395:
1393:
1392:
1387:
1372:
1370:
1369:
1364:
1359:
1358:
1349:
1348:
1333:
1332:
1323:
1322:
1310:
1309:
1300:
1299:
1287:
1286:
1277:
1276:
1263:
1225:
1223:
1222:
1217:
1165:
1163:
1162:
1157:
1145:
1143:
1142:
1137:
1122:
1120:
1119:
1114:
1112:
1059:
1058:
996:
995:
965:
963:
962:
957:
939:
937:
936:
931:
919:
917:
916:
911:
909:
908:
896:
895:
879:
877:
876:
871:
869:
868:
856:
855:
839:
837:
836:
831:
808:
806:
805:
800:
798:
797:
785:
784:
768:
766:
765:
760:
758:
757:
745:
744:
707:
705:
704:
699:
697:
566:
564:
563:
558:
556:
541:
539:
538:
533:
531:
516:
514:
513:
508:
496:
494:
493:
488:
476:
474:
473:
468:
454:
439:
437:
436:
431:
416:
414:
413:
408:
406:
395:
381:
334:factor of safety
239:brittle fracture
78:Method of slices
67:
60:
56:
53:
47:
27:
26:
19:
6007:
6006:
6002:
6001:
6000:
5998:
5997:
5996:
5982:
5981:
5980:
5975:
5954:Earth materials
5895:
5857:
5846:
5755:
5749:
5700:
5677:
5631:Earth structure
5626:Erosion control
5524:Ground freezing
5514:Retaining walls
5497:
5439:
5429:
5390:Angle of repose
5348:
5289:
5223:
5216:
5215:
5176:Visible bedrock
5128:Simple sounding
5116:Shear vane test
4892:instrumentation
4891:
4889:
4881:
4872:
4867:
4826:
4821:
4806:
4768:10.1002/nag.330
4683:
4661:
4647:
4633:
4621:
4582:Prentice-Hall.
4569:
4561:. p. 358.
4557:. Vol. 1.
4467:
4444:
4416:
4408:. p. 381.
4406:Springer Vieweg
4392:
4381:
4375:
4372:
4365:
4358:Further reading
4352:
4348:
4341:
4339:Further reading
4336:
4293:
4289:
4280:
4278:
4268:
4264:
4255:
4253:
4243:
4239:
4230:
4228:
4218:
4214:
4205:
4203:
4193:
4186:
4141:
4137:
4129:
4112:
4104:
4100:
4092:
4088:
4080:
4078:
4076:
4050:
4046:
4038:
4034:
4026:
4022:
4014:
4010:
4002:
3995:
3987:
3983:
3975:
3971:
3963:
3959:
3951:
3942:
3934:
3930:
3915:
3911:
3901:
3899:
3895:
3890:
3886:
3848:
3844:
3814:
3810:
3796:
3789:
3777:
3771:
3764:
3733:
3726:
3695:
3686:
3655:
3648:
3642:10.1139/t77-045
3626:
3619:
3611:
3607:
3599:
3592:
3584:
3577:
3569:
3560:
3552:
3545:
3537:
3533:
3525:
3518:
3475:
3471:
3432:
3428:
3420:
3416:
3409:
3395:
3391:
3383:
3379:
3371:
3367:
3359:
3355:
3347:
3340:
3332:
3323:
3319:
3314:
3260:
3229:
3126:
3116:
3040:
3030:
2994:
2973:
2948:
2942:
2912:
2910:Slope stability
2906:
2852:
2689:Moment balance
2561:
2544:Sarada K. Sarma
2536:
2530:
2521:
2504:
2483:
2480:
2479:
2463:
2460:
2459:
2443:
2440:
2439:
2423:
2420:
2419:
2400:
2398:
2395:
2394:
2375:
2373:
2370:
2369:
2353:
2350:
2349:
2321:
2309:
2305:
2298:
2296:
2287:
2283:
2268:
2264:
2262:
2259:
2258:
2230:
2226:
2214:
2210:
2204:
2199:
2194:
2180:
2176:
2175:
2170:
2154:
2139:
2135:
2129:
2125:
2116:
2112:
2100:
2096:
2088:
2087:
2083:
2082:
2077:
2075:
2069:
2064:
2059:
2057:
2049:
2046:
2045:
2027:
1998:
1994:
1988:
1984:
1978:
1973:
1966:
1962:
1956:
1952:
1943:
1938:
1936:
1928:
1926:
1923:
1922:
1902:
1898:
1896:
1893:
1892:
1870:
1864:
1860:
1854:
1850:
1839:
1824:
1820:
1814:
1810:
1801:
1797:
1788:
1784:
1773:
1767:
1763:
1757:
1753:
1742:
1727:
1717:
1713:
1707:
1703:
1694:
1690:
1684:
1680:
1671:
1665:
1662:
1661:
1635:
1631:
1625:
1621:
1609:
1605:
1596:
1592:
1580:
1576:
1564:
1560:
1548:
1544:
1532:
1528:
1522:
1518:
1509:
1496:
1492:
1486:
1482:
1476:
1470:
1467:
1466:
1446:
1442:
1433:
1429:
1420:
1416:
1407:
1403:
1401:
1398:
1397:
1381:
1378:
1377:
1354:
1350:
1344:
1340:
1328:
1324:
1318:
1314:
1305:
1301:
1295:
1291:
1282:
1278:
1272:
1268:
1259:
1238:
1235:
1234:
1174:
1171:
1170:
1151:
1148:
1147:
1131:
1128:
1127:
1110:
1109:
1066:
1054:
1050:
1044:
1043:
1003:
991:
987:
980:
978:
975:
974:
945:
942:
941:
925:
922:
921:
904:
900:
891:
887:
885:
882:
881:
864:
860:
851:
847:
845:
842:
841:
825:
822:
821:
793:
789:
780:
776:
774:
771:
770:
753:
749:
740:
736:
734:
731:
730:
714:
690:
682:
679:
678:
675:
612:
549:
547:
544:
543:
524:
522:
519:
518:
502:
499:
498:
482:
479:
478:
447:
445:
442:
441:
425:
422:
421:
399:
388:
374:
366:
363:
362:
346:shear strengths
268:
256:risk assessment
113:Slope stability
107:, excavations,
105:open-pit mining
68:
57:
51:
48:
40:help improve it
37:
28:
24:
17:
12:
11:
5:
6005:
5995:
5994:
5977:
5976:
5974:
5973:
5972:
5971:
5961:
5956:
5951:
5946:
5941:
5936:
5931:
5926:
5921:
5916:
5911:
5905:
5903:
5901:Related fields
5897:
5896:
5894:
5893:
5888:
5883:
5878:
5873:
5868:
5862:
5860:
5852:
5851:
5848:
5847:
5845:
5844:
5835:
5834:
5833:
5828:
5823:
5821:Classification
5818:
5813:
5802:
5801:
5800:
5795:
5793:Seismic hazard
5790:
5780:
5775:
5770:
5765:
5759:
5757:
5751:
5750:
5748:
5747:
5742:
5737:
5732:
5727:
5721:
5719:
5712:
5706:
5705:
5702:
5701:
5699:
5698:
5693:
5687:
5685:
5679:
5678:
5676:
5675:
5670:
5669:
5668:
5663:
5658:
5653:
5643:
5638:
5633:
5628:
5623:
5618:
5613:
5608:
5603:
5598:
5593:
5588:
5583:
5578:
5573:
5568:
5563:
5558:
5553:
5552:
5551:
5546:
5541:
5536:
5531:
5526:
5521:
5516:
5507:
5505:
5499:
5498:
5496:
5495:
5490:
5485:
5480:
5475:
5470:
5465:
5460:
5454:
5452:
5445:
5435:
5434:
5431:
5430:
5428:
5427:
5422:
5420:Shear strength
5417:
5412:
5407:
5402:
5397:
5395:Friction angle
5392:
5387:
5382:
5377:
5372:
5367:
5362:
5356:
5354:
5350:
5349:
5347:
5346:
5341:
5336:
5331:
5326:
5321:
5316:
5310:
5308:
5301:
5295:
5294:
5291:
5290:
5288:
5283:
5278:
5276:Oedometer test
5273:
5268:
5266:Sieve analysis
5263:
5258:
5253:
5248:
5243:
5238:
5233:
5228:
5226:
5218:
5217:
5214:
5213:
5207:
5206:
5200:
5199:
5193:
5192:
5186:
5185:
5179:
5178:
5167:
5166:
5155:
5154:
5152:Total sounding
5143:
5142:
5131:
5130:
5119:
5118:
5107:
5106:
5105:
5104:
5094:
5078:
5077:
5066:
5065:
5054:
5053:
5042:
5041:
5030:
5029:
5018:
5017:
5006:
5005:
5004:
5003:
4998:
4984:
4983:
4982:
4981:
4976:
4971:
4955:
4954:
4943:
4942:
4931:
4930:
4919:
4918:
4907:
4906:
4904:
4893:
4883:
4882:
4877:
4874:
4873:
4866:
4865:
4858:
4851:
4843:
4837:
4836:
4825:
4824:External links
4822:
4820:
4819:
4810:
4804:
4787:
4743:
4732:
4686:
4681:
4666:
4652:
4638:
4624:
4619:
4604:
4602:978-1118133590
4590:
4575:
4574:
4573:
4567:
4550:
4521:
4492:
4471:
4465:
4448:
4442:
4429:
4420:
4414:
4394:
4393:
4355:
4353:
4346:
4340:
4337:
4335:
4334:
4287:
4262:
4237:
4212:
4184:
4155:(1): 208–218.
4135:
4131:Eberhardt 2003
4110:
4106:Eberhardt 2003
4098:
4086:
4074:
4044:
4032:
4020:
4008:
4004:Eberhardt 2003
3993:
3981:
3969:
3957:
3940:
3928:
3909:
3884:
3842:
3824:(3): 307–322,
3808:
3787:
3762:
3743:(4): 743–761.
3724:
3684:
3646:
3636:(3): 429–439,
3617:
3605:
3590:
3575:
3558:
3543:
3531:
3527:Eberhardt 2003
3516:
3469:
3426:
3414:
3407:
3389:
3377:
3375:, pp. 1–2
3365:
3353:
3338:
3334:Eberhardt 2003
3320:
3318:
3315:
3313:
3312:
3307:
3302:
3297:
3292:
3287:
3282:
3277:
3272:
3267:
3261:
3259:
3256:
3237:finite element
3228:
3225:
3198:finite element
3194:finite element
3155:
3154:
3151:
3145:
3115:
3112:
3096:bedding planes
3084:finite element
3082:) are solved.
3062:finite element
3029:
3026:
3010:pore pressures
2993:
2990:
2972:
2969:
2941:
2938:
2937:
2936:
2929:
2916:limit analysis
2905:
2904:Limit analysis
2902:
2901:
2900:
2894:
2884:
2866:
2859:Planar failure
2851:
2848:
2845:
2844:
2841:
2838:
2835:
2831:
2830:
2827:
2824:
2821:
2817:
2816:
2813:
2810:
2807:
2803:
2802:
2799:
2796:
2793:
2792:Fredlund-Krahn
2789:
2788:
2785:
2782:
2779:
2775:
2774:
2771:
2768:
2765:
2761:
2760:
2757:
2754:
2751:
2747:
2746:
2743:
2740:
2737:
2733:
2732:
2729:
2726:
2723:
2719:
2718:
2715:
2712:
2709:
2705:
2704:
2701:
2698:
2695:
2691:
2690:
2687:
2684:
2681:
2670:
2669:
2666:
2662:
2661:
2658:
2654:
2653:
2650:
2646:
2645:
2642:
2638:
2637:
2634:
2630:
2629:
2626:
2622:
2621:
2618:line of thrust
2614:
2610:
2609:
2606:line of thrust
2602:
2598:
2597:
2594:
2590:
2589:
2586:
2582:
2581:
2578:
2574:
2573:
2570:
2560:
2557:
2542:, proposed by
2532:Main article:
2529:
2526:
2520:
2517:
2503:
2500:
2487:
2467:
2447:
2427:
2406:
2403:
2381:
2378:
2357:
2346:
2345:
2332:
2327:
2324:
2320:
2317:
2312:
2308:
2304:
2301:
2295:
2290:
2286:
2282:
2279:
2276:
2271:
2267:
2252:
2251:
2233:
2229:
2225:
2222:
2217:
2213:
2207:
2203:
2183:
2179:
2165:
2160:
2157:
2153:
2150:
2147:
2142:
2138:
2132:
2128:
2124:
2119:
2115:
2111:
2108:
2103:
2099:
2094:
2091:
2086:
2072:
2068:
2056:
2053:
2032:Alan W. Bishop
2026:
2023:
2022:
2021:
2010:
2001:
1997:
1991:
1987:
1981:
1977:
1969:
1965:
1959:
1955:
1951:
1946:
1942:
1935:
1905:
1901:
1889:
1888:
1876:
1873:
1867:
1863:
1857:
1853:
1849:
1845:
1842:
1838:
1835:
1832:
1827:
1823:
1817:
1813:
1809:
1804:
1800:
1796:
1791:
1787:
1783:
1779:
1776:
1770:
1766:
1760:
1756:
1752:
1748:
1745:
1741:
1738:
1734:
1730:
1726:
1720:
1716:
1710:
1706:
1702:
1697:
1693:
1687:
1683:
1679:
1674:
1670:
1655:
1654:
1643:
1638:
1634:
1628:
1624:
1620:
1617:
1612:
1608:
1604:
1599:
1595:
1591:
1588:
1583:
1579:
1575:
1572:
1567:
1563:
1559:
1556:
1551:
1547:
1543:
1540:
1535:
1531:
1525:
1521:
1517:
1512:
1508:
1504:
1499:
1495:
1489:
1485:
1479:
1475:
1449:
1445:
1441:
1436:
1432:
1428:
1423:
1419:
1415:
1410:
1406:
1385:
1374:
1373:
1362:
1357:
1353:
1347:
1343:
1339:
1336:
1331:
1327:
1321:
1317:
1313:
1308:
1304:
1298:
1294:
1290:
1285:
1281:
1275:
1271:
1267:
1262:
1258:
1254:
1251:
1248:
1245:
1242:
1227:
1226:
1215:
1211:
1208:
1205:
1202:
1199:
1196:
1193:
1190:
1187:
1184:
1181:
1178:
1155:
1135:
1124:
1123:
1108:
1105:
1102:
1099:
1096:
1093:
1090:
1087:
1084:
1081:
1078:
1075:
1072:
1069:
1067:
1065:
1062:
1057:
1053:
1049:
1046:
1045:
1042:
1039:
1036:
1033:
1030:
1027:
1024:
1021:
1018:
1015:
1012:
1009:
1006:
1004:
1002:
999:
994:
990:
986:
983:
982:
955:
952:
949:
929:
907:
903:
899:
894:
890:
867:
863:
859:
854:
850:
829:
796:
792:
788:
783:
779:
756:
752:
748:
743:
739:
713:
710:
696:
693:
689:
686:
674:
671:
611:
608:
586:considers the
555:
552:
530:
527:
506:
486:
466:
463:
460:
457:
453:
450:
429:
418:
417:
405:
402:
398:
394:
391:
387:
384:
380:
377:
373:
370:
267:
264:
241:, progressive
70:
69:
31:
29:
22:
15:
9:
6:
4:
3:
2:
6004:
5993:
5990:
5989:
5987:
5970:
5967:
5966:
5965:
5962:
5960:
5957:
5955:
5952:
5950:
5947:
5945:
5942:
5940:
5937:
5935:
5932:
5930:
5929:Geomorphology
5927:
5925:
5922:
5920:
5917:
5915:
5912:
5910:
5907:
5906:
5904:
5902:
5898:
5892:
5889:
5887:
5884:
5882:
5879:
5877:
5874:
5872:
5869:
5867:
5864:
5863:
5861:
5859:
5853:
5843:
5839:
5836:
5832:
5829:
5827:
5824:
5822:
5819:
5817:
5814:
5812:
5809:
5808:
5806:
5803:
5799:
5796:
5794:
5791:
5789:
5786:
5785:
5784:
5781:
5779:
5776:
5774:
5773:Consolidation
5771:
5769:
5768:Frost heaving
5766:
5764:
5761:
5760:
5758:
5752:
5746:
5743:
5741:
5738:
5736:
5733:
5731:
5728:
5726:
5723:
5722:
5720:
5716:
5713:
5711:
5707:
5697:
5694:
5692:
5689:
5688:
5686:
5684:
5680:
5674:
5671:
5667:
5664:
5662:
5659:
5657:
5654:
5652:
5649:
5648:
5647:
5646:Geosynthetics
5644:
5642:
5641:Crushed stone
5639:
5637:
5634:
5632:
5629:
5627:
5624:
5622:
5619:
5617:
5614:
5612:
5609:
5607:
5604:
5602:
5599:
5597:
5596:Cut-and-cover
5594:
5592:
5589:
5587:
5584:
5582:
5579:
5577:
5574:
5572:
5569:
5567:
5564:
5562:
5559:
5557:
5554:
5550:
5547:
5545:
5542:
5540:
5537:
5535:
5532:
5530:
5527:
5525:
5522:
5520:
5517:
5515:
5512:
5511:
5509:
5508:
5506:
5504:
5500:
5494:
5491:
5489:
5486:
5484:
5481:
5479:
5476:
5474:
5471:
5469:
5466:
5464:
5461:
5459:
5456:
5455:
5453:
5449:
5446:
5443:
5436:
5426:
5423:
5421:
5418:
5416:
5413:
5411:
5408:
5406:
5403:
5401:
5398:
5396:
5393:
5391:
5388:
5386:
5383:
5381:
5378:
5376:
5373:
5371:
5368:
5366:
5365:Water content
5363:
5361:
5358:
5357:
5355:
5351:
5345:
5342:
5340:
5337:
5335:
5332:
5330:
5327:
5325:
5322:
5320:
5317:
5315:
5312:
5311:
5309:
5305:
5302:
5300:
5296:
5287:
5284:
5282:
5279:
5277:
5274:
5272:
5269:
5267:
5264:
5262:
5259:
5257:
5254:
5252:
5249:
5247:
5244:
5242:
5239:
5237:
5234:
5232:
5229:
5227:
5225:
5219:
5212:
5209:
5208:
5205:
5202:
5201:
5198:
5195:
5194:
5191:
5188:
5187:
5184:
5181:
5180:
5177:
5173:
5169:
5168:
5165:
5161:
5157:
5156:
5153:
5149:
5145:
5144:
5141:
5137:
5133:
5132:
5129:
5125:
5121:
5120:
5117:
5113:
5109:
5108:
5103:
5099:
5095:
5093:
5089:
5085:
5084:
5083:
5080:
5079:
5076:
5072:
5068:
5067:
5064:
5063:Sample series
5060:
5056:
5055:
5052:
5048:
5044:
5043:
5040:
5036:
5032:
5031:
5028:
5024:
5020:
5019:
5016:
5012:
5008:
5007:
5002:
4999:
4997:
4994:
4993:
4990:
4986:
4985:
4980:
4977:
4975:
4972:
4970:
4967:
4966:
4965:
4961:
4957:
4956:
4953:
4949:
4945:
4944:
4941:
4937:
4933:
4932:
4929:
4925:
4921:
4920:
4917:
4913:
4909:
4908:
4905:
4902:
4897:
4894:
4888:
4887:Investigation
4884:
4880:
4875:
4871:
4864:
4859:
4857:
4852:
4850:
4845:
4844:
4841:
4835:
4831:
4828:
4827:
4816:
4811:
4807:
4801:
4797:
4793:
4788:
4785:
4781:
4777:
4773:
4769:
4765:
4761:
4757:
4753:
4749:
4744:
4740:
4739:
4733:
4730:
4726:
4721:
4716:
4712:
4708:
4704:
4700:
4696:
4692:
4687:
4684:
4682:0-471-38493-3
4678:
4674:
4673:
4667:
4660:
4659:
4653:
4646:
4645:
4639:
4632:
4631:
4625:
4622:
4620:0-87335-171-1
4616:
4612:
4611:
4605:
4603:
4599:
4595:
4591:
4589:
4588:0-13-576380-0
4585:
4581:
4577:
4576:
4570:
4564:
4560:
4556:
4551:
4547:
4543:
4539:
4535:
4531:
4527:
4522:
4518:
4514:
4510:
4506:
4502:
4498:
4493:
4489:
4485:
4481:
4477:
4472:
4468:
4466:972-98781-2-9
4462:
4458:
4456:
4449:
4445:
4439:
4435:
4430:
4426:
4421:
4417:
4411:
4407:
4403:
4398:
4397:
4390:
4387:
4379:
4369:
4368:editing guide
4363:
4359:
4354:
4345:
4344:
4330:
4326:
4322:
4318:
4314:
4310:
4306:
4302:
4298:
4291:
4276:
4272:
4266:
4251:
4247:
4241:
4226:
4222:
4216:
4201:
4197:
4191:
4189:
4180:
4176:
4171:
4166:
4162:
4158:
4154:
4150:
4146:
4139:
4132:
4127:
4125:
4123:
4121:
4119:
4117:
4115:
4107:
4102:
4095:
4090:
4077:
4071:
4067:
4063:
4059:
4055:
4048:
4041:
4036:
4029:
4024:
4018:, p. 111
4017:
4012:
4005:
4000:
3998:
3990:
3985:
3978:
3973:
3966:
3961:
3954:
3949:
3947:
3945:
3937:
3932:
3924:
3920:
3913:
3894:
3888:
3881:
3877:
3873:
3869:
3865:
3861:
3857:
3853:
3846:
3839:
3835:
3831:
3827:
3823:
3819:
3812:
3804:
3800:
3799:Janbu, Nilmar
3794:
3792:
3783:
3776:
3769:
3767:
3758:
3754:
3750:
3746:
3742:
3738:
3731:
3729:
3720:
3716:
3712:
3708:
3704:
3700:
3693:
3691:
3689:
3680:
3676:
3672:
3668:
3664:
3660:
3653:
3651:
3643:
3639:
3635:
3631:
3624:
3622:
3614:
3609:
3602:
3601:Abramson 2002
3597:
3595:
3587:
3582:
3580:
3572:
3567:
3565:
3563:
3556:, p. 363
3555:
3554:Abramson 2002
3550:
3548:
3541:, p. 329
3540:
3539:Abramson 2002
3535:
3528:
3523:
3521:
3512:
3508:
3504:
3500:
3496:
3492:
3488:
3484:
3480:
3473:
3465:
3461:
3457:
3453:
3449:
3445:
3441:
3437:
3430:
3424:, p. 615
3423:
3418:
3410:
3408:9780643108356
3404:
3400:
3393:
3386:
3385:Abramson 2002
3381:
3374:
3369:
3362:
3357:
3350:
3349:Abramson 2002
3345:
3343:
3335:
3330:
3328:
3326:
3321:
3311:
3308:
3306:
3303:
3301:
3298:
3296:
3293:
3291:
3288:
3286:
3283:
3281:
3278:
3276:
3273:
3271:
3268:
3266:
3263:
3262:
3255:
3253:
3248:
3247:
3242:
3241:particle flow
3238:
3234:
3224:
3221:
3220:Particle flow
3217:
3213:
3212:particle flow
3209:
3208:
3202:
3199:
3195:
3191:
3190:
3184:
3182:
3178:
3173:
3171:
3167:
3166:law of motion
3162:
3161:
3152:
3149:
3146:
3143:
3142:
3141:
3139:
3134:
3133:
3125:
3121:
3111:
3109:
3105:
3101:
3097:
3093:
3089:
3088:displacements
3085:
3081:
3077:
3074:method (FDM)
3073:
3072:
3067:
3064:methods that
3063:
3059:
3058:
3053:
3044:
3039:
3035:
3025:
3023:
3019:
3015:
3011:
3007:
3003:
2999:
2989:
2986:
2982:
2978:
2968:
2966:
2962:
2958:
2957:Stereographic
2954:
2947:
2934:
2930:
2927:
2924:
2923:
2922:
2919:
2917:
2911:
2898:
2895:
2892:
2888:
2887:Wedge failure
2885:
2882:
2878:
2874:
2870:
2867:
2864:
2860:
2857:
2856:
2855:
2842:
2839:
2836:
2833:
2832:
2828:
2825:
2822:
2819:
2818:
2814:
2811:
2808:
2805:
2804:
2800:
2797:
2794:
2791:
2790:
2786:
2783:
2780:
2777:
2776:
2772:
2769:
2766:
2763:
2762:
2758:
2755:
2752:
2749:
2748:
2744:
2741:
2738:
2735:
2734:
2730:
2727:
2724:
2721:
2720:
2716:
2713:
2710:
2707:
2706:
2702:
2699:
2696:
2693:
2692:
2688:
2685:
2682:
2679:
2678:
2675:
2667:
2664:
2663:
2659:
2656:
2655:
2651:
2648:
2647:
2643:
2640:
2639:
2635:
2632:
2631:
2627:
2624:
2623:
2619:
2615:
2612:
2611:
2607:
2603:
2600:
2599:
2595:
2592:
2591:
2587:
2584:
2583:
2579:
2576:
2575:
2571:
2568:
2567:
2564:
2556:
2553:
2549:
2545:
2541:
2535:
2525:
2516:
2514:
2509:
2499:
2485:
2465:
2445:
2425:
2404:
2401:
2379:
2376:
2355:
2330:
2325:
2322:
2318:
2315:
2310:
2306:
2302:
2299:
2293:
2288:
2284:
2280:
2277:
2274:
2269:
2265:
2257:
2256:
2255:
2231:
2227:
2223:
2220:
2215:
2211:
2205:
2201:
2181:
2177:
2163:
2158:
2155:
2151:
2148:
2140:
2136:
2130:
2126:
2122:
2117:
2113:
2106:
2101:
2097:
2092:
2089:
2084:
2070:
2066:
2054:
2051:
2044:
2043:
2042:
2039:
2037:
2033:
2008:
1999:
1995:
1989:
1985:
1979:
1975:
1967:
1963:
1957:
1953:
1949:
1944:
1940:
1933:
1921:
1920:
1919:
1903:
1899:
1874:
1871:
1865:
1861:
1855:
1851:
1847:
1843:
1840:
1836:
1833:
1825:
1821:
1815:
1811:
1807:
1802:
1798:
1789:
1785:
1781:
1777:
1774:
1768:
1764:
1758:
1754:
1750:
1746:
1743:
1739:
1736:
1732:
1728:
1724:
1718:
1714:
1708:
1704:
1700:
1695:
1691:
1685:
1681:
1677:
1672:
1668:
1660:
1659:
1658:
1636:
1632:
1626:
1622:
1618:
1615:
1610:
1606:
1597:
1593:
1589:
1586:
1581:
1577:
1573:
1570:
1565:
1561:
1557:
1554:
1549:
1545:
1538:
1533:
1529:
1523:
1519:
1510:
1506:
1502:
1497:
1493:
1487:
1483:
1477:
1473:
1465:
1464:
1463:
1447:
1443:
1439:
1434:
1430:
1426:
1421:
1417:
1413:
1408:
1404:
1383:
1355:
1351:
1345:
1341:
1337:
1334:
1329:
1325:
1319:
1315:
1311:
1306:
1302:
1296:
1292:
1288:
1283:
1279:
1273:
1269:
1260:
1256:
1252:
1249:
1246:
1243:
1240:
1233:
1232:
1231:
1213:
1209:
1206:
1203:
1200:
1197:
1194:
1191:
1188:
1185:
1182:
1179:
1176:
1169:
1168:
1167:
1153:
1133:
1106:
1103:
1100:
1097:
1094:
1091:
1088:
1085:
1082:
1079:
1076:
1073:
1070:
1068:
1063:
1060:
1055:
1051:
1047:
1040:
1037:
1034:
1031:
1028:
1025:
1022:
1019:
1016:
1013:
1010:
1007:
1005:
1000:
997:
992:
988:
984:
973:
972:
971:
953:
950:
947:
927:
905:
901:
897:
892:
888:
865:
861:
857:
852:
848:
827:
818:
814:
812:
794:
790:
786:
781:
777:
769:) and shear (
754:
750:
746:
741:
737:
726:
718:
709:
694:
691:
687:
684:
670:
668:
664:
660:
655:
651:
650:
645:
644:
639:
635:
631:
627:
626:
616:
607:
605:
604:stabilization
601:
597:
592:
589:
585:
580:
578:
573:
568:
553:
550:
528:
525:
504:
484:
464:
461:
458:
455:
451:
448:
427:
403:
400:
396:
392:
389:
385:
382:
378:
375:
371:
368:
361:
360:
359:
357:
353:
352:
347:
342:
339:
335:
331:
327:
323:
319:
315:
311:
306:
304:
300:
296:
292:
288:
285:
281:
272:
263:
261:
257:
252:
248:
244:
240:
236:
232:
228:
224:
223:
218:
214:
210:
206:
202:
198:
193:
191:
187:
182:
178:
177:discontinuity
174:
170:
166:
162:
158:
154:
150:
146:
141:
139:
138:stabilization
135:
131:
127:
122:
118:
114:
110:
106:
102:
98:
94:
90:
89:
84:
76:
66:
63:
55:
52:December 2012
45:
41:
35:
32:This article
30:
21:
20:
5949:Biogeography
5944:Hydrogeology
5934:Soil science
5914:Geochemistry
5810:
5673:Infiltration
5601:Cut and fill
5544:Soil nailing
5410:Permeability
5375:Bulk density
5092:Inclinometer
5015:Ram sounding
4900:
4814:
4795:
4751:
4747:
4737:
4694:
4691:Geotechnique
4690:
4671:
4657:
4643:
4629:
4609:
4593:
4579:
4554:
4532:(1): 16–24.
4529:
4525:
4500:
4496:
4479:
4475:
4452:
4433:
4424:
4401:
4382:
4373:
4361:
4304:
4300:
4290:
4279:, retrieved
4275:Itascacg.com
4274:
4265:
4254:, retrieved
4250:Itascacg.com
4249:
4240:
4229:, retrieved
4225:Itascacg.com
4224:
4215:
4204:, retrieved
4200:Itascacg.com
4199:
4152:
4148:
4138:
4101:
4089:
4079:, retrieved
4057:
4047:
4035:
4023:
4011:
3984:
3979:, p. 15
3972:
3960:
3931:
3922:
3918:
3912:
3900:. Retrieved
3887:
3858:(1): 79–93,
3855:
3852:Geotechnique
3851:
3845:
3821:
3817:
3811:
3802:
3781:
3740:
3737:Géotechnique
3736:
3705:(1): 11–26.
3702:
3699:Géotechnique
3698:
3662:
3659:Géotechnique
3658:
3633:
3629:
3608:
3534:
3486:
3482:
3472:
3442:(1): 53–65.
3439:
3435:
3429:
3417:
3398:
3392:
3380:
3368:
3356:
3251:
3244:
3240:
3236:
3232:
3230:
3219:
3215:
3211:
3205:
3203:
3197:
3193:
3187:
3185:
3180:
3176:
3174:
3158:
3156:
3130:
3127:
3083:
3076:differential
3069:
3061:
3055:
3049:
2995:
2974:
2964:
2949:
2920:
2913:
2896:
2886:
2880:
2876:
2872:
2868:
2862:
2858:
2853:
2673:
2562:
2540:Sarma method
2537:
2534:Sarma method
2528:Sarma method
2522:
2505:
2347:
2253:
2040:
2028:
1890:
1656:
1375:
1228:
1125:
969:
727:
723:
676:
666:
662:
653:
647:
641:
637:
633:
629:
623:
621:
593:
587:
583:
581:
569:
419:
351:Mohr-Coulomb
349:
343:
307:
303:plane strain
277:
247:liquefaction
220:
208:
197:computer age
194:
159:mass, slope
142:
86:
82:
81:
58:
49:
33:
5959:Archaeology
5683:Foundations
5656:Geomembrane
5539:Slurry wall
5478:Water table
5442:Interaction
5438:Structures
5425:Sensitivity
5222:Laboratory
4796:Rock Joints
4720:10722/71758
4457:EUROCK’2002
4040:Kliche 1999
4028:Kliche 1999
4016:Kliche 1999
4006:, p. 7
3989:Kliche 1999
3977:Kliche 1999
3965:Kliche 1999
3953:Kovari 1978
3936:Kliche 1999
3665:(1): 7–17.
3615:, p. 5
3573:, p. 2
3529:, p. 6
3387:, p. 1
3363:, p. 2
3361:Kliche 1999
3351:, p. 2
3336:, p. 4
3006:deformation
2953:instability
2694:Ordinary MS
2604:An assumed
2572:Assumption
2559:Comparisons
577:assumptions
260:probability
235:deformation
195:Before the
190:methodology
165:groundwater
143:Successful
130:reliability
97:embankments
5816:Mitigation
5798:Shear wave
5783:Earthquake
5778:Compaction
5763:Permafrost
5754:Phenomena/
5651:Geotextile
5576:Embankment
5566:Excavation
5503:Earthworks
5463:Vegetation
5458:Topography
5380:Thixotropy
5370:Void ratio
5353:Properties
5251:Hydrometer
4996:Piezometer
4916:Core drill
4815:Landslides
4376:March 2023
4360:" section
4307:: 103989.
4094:Hungr 1988
4081:2021-01-18
3489:: 106969.
3422:Stead 2001
3317:References
3118:See also:
3104:elasticity
3066:discretize
3032:See also:
2998:anisotropy
2961:stereonets
2944:See also:
2908:See also:
596:structures
149:geological
5939:Hydrology
5919:Petrology
5807:analysis
5805:Landslide
5710:Mechanics
5621:Track bed
5606:Fill dirt
5591:Terracing
5164:Trial pit
4979:Statnamic
4964:Load test
4784:120421002
4776:0363-9061
4729:0016-8505
4329:233528112
4179:195789446
3925:: 537–552
3880:122270517
3784:: 229–250
3511:254807263
3464:216590427
3310:Stereonet
3092:fractures
3052:continuum
3022:continuum
2402:ϕ
2323:ϕ
2319:
2307:α
2303:
2285:α
2281:
2266:ψ
2228:α
2224:
2202:∑
2178:ψ
2156:ϕ
2152:
2123:−
2067:∑
1976:∑
1950:τ
1941:∑
1841:ϕ
1837:
1808:−
1744:ϕ
1740:
1725:σ
1678:τ
1669:∑
1616:−
1594:α
1590:
1571:−
1562:α
1558:
1539:−
1507:∑
1474:∑
1335:−
1312:−
1289:−
1257:∑
1241:∑
1210:α
1207:
1195:−
1192:α
1189:
1107:α
1104:
1095:−
1092:α
1089:
1048:∑
1041:α
1038:
1029:−
1026:α
1023:
1014:−
985:∑
685:τ
667:Fellenius
526:ϕ
485:σ
462:−
459:σ
449:σ
428:τ
390:ϕ
386:
376:σ
369:τ
280:kinematic
201:engineers
186:strengths
134:economics
109:landfills
101:road cuts
5986:Category
5969:Agrology
5858:software
5756:problems
5586:Causeway
5561:Landfill
5488:Subgrade
5405:Porosity
5400:Cohesion
3902:15 April
3586:Zhu 2003
3258:See also
3216:PFC2D/3D
2985:velocity
2977:Rockfall
2508:clothoid
2405:′
2380:′
2326:′
2159:′
2093:′
1875:′
1844:′
1778:′
1747:′
1733:′
695:′
659:accurate
588:critical
554:′
529:′
452:′
404:′
393:′
379:′
330:unstable
326:stresses
231:distinct
205:software
169:faulting
161:geometry
5909:Geology
5881:SVSlope
5691:Shallow
5611:Grading
5549:Tieback
5493:Subsoil
5483:Bedrock
5473:Topsoil
5468:Terrain
5261:R-value
5224:testing
4974:Dynamic
4901:in situ
4899:Field (
4756:Bibcode
4699:Bibcode
4534:Bibcode
4505:Bibcode
4309:Bibcode
4281:27 July
4256:27 July
4231:27 July
4206:27 July
4157:Bibcode
3860:Bibcode
3826:Bibcode
3745:Bibcode
3707:Bibcode
3667:Bibcode
3491:Bibcode
3444:Bibcode
3094:, e.g.
2926:OptumG2
2881:(N - 1)
2750:Spencer
2613:Spencer
654:Spencer
638:Spencer
600:loading
322:moments
310:gravity
227:finite-
181:tension
121:sliding
117:failure
38:Please
5891:Plaxis
5886:UTEXAS
5876:SVFlux
5866:SEEP2D
5718:Forces
5571:Trench
5519:Gabion
5329:Gravel
4969:Static
4834:Curlie
4802:
4782:
4774:
4727:
4679:
4617:
4600:
4586:
4565:
4463:
4453:Proc.
4440:
4412:
4356:This "
4327:
4177:
4072:
3878:
3509:
3462:
3405:
3300:PLAXIS
3170:Joints
3138:motion
3100:faults
2889:->
2680:Method
2569:Method
2254:where
1891:where
1376:where
1166:gives
1126:where
420:where
318:forces
145:design
126:safety
95:(e.g.
93:slopes
5871:STABL
5344:Loess
5307:Types
4780:S2CID
4662:(PDF)
4648:(PDF)
4634:(PDF)
4325:S2CID
4175:S2CID
3896:(PDF)
3876:S2CID
3778:(PDF)
3507:S2CID
3460:S2CID
3150:(DDA)
3110:etc.
2863:wedge
2834:Sarma
2764:Chugh
2665:Sarma
2625:Chugh
2550:is a
649:Sarma
646:etc.
643:Sarma
338:ratio
324:, or
243:creep
173:joint
5696:Deep
5339:Loam
5334:Peat
5324:Sand
5319:Silt
5314:Clay
5299:Soil
5001:Well
4800:ISBN
4772:ISSN
4725:ISSN
4677:ISBN
4615:ISBN
4598:ISBN
4584:ISBN
4563:ISBN
4461:ISBN
4455:ISRM
4438:ISBN
4410:ISBN
4283:2009
4258:2009
4233:2009
4208:2009
4070:ISBN
3904:2015
3403:ISBN
3243:and
3181:3DEC
3177:UDEC
3157:The
3122:and
3060:and
3036:and
2965:DIPS
2843:Yes
2801:Yes
2787:Yes
2773:Yes
2759:Yes
2717:Yes
2703:Yes
2538:The
652:and
570:The
314:rock
295:two-
287:fall
284:rock
237:and
157:rock
153:soil
132:and
5581:Cut
4890:and
4832:at
4764:doi
4715:hdl
4707:doi
4542:doi
4513:doi
4484:doi
4317:doi
4305:132
4165:doi
4062:doi
3868:doi
3834:doi
3753:doi
3715:doi
3675:doi
3638:doi
3499:doi
3487:313
3452:doi
3186:In
2840:Yes
2837:Yes
2829:No
2826:Yes
2823:Yes
2815:No
2812:Yes
2809:Yes
2798:Yes
2795:Yes
2784:Yes
2781:Yes
2770:Yes
2767:Yes
2756:Yes
2753:Yes
2742:Yes
2739:Yes
2731:No
2728:Yes
2725:Yes
2711:Yes
2697:Yes
2546:of
2316:tan
2300:sin
2278:cos
2221:sin
2149:tan
2034:of
1834:tan
1737:tan
1587:sin
1555:cos
1204:sin
1186:cos
1101:cos
1086:sin
1035:sin
1020:cos
665:or
636:),
383:tan
297:or
175:or
119:by
42:to
5988::
5840:*
4778:,
4770:,
4762:,
4752:28
4750:,
4723:,
4713:,
4705:,
4695:53
4693:,
4540:.
4530:91
4528:.
4511:.
4501:46
4499:.
4480:89
4478:.
4404:.
4323:.
4315:.
4303:.
4299:.
4273:,
4248:,
4223:,
4198:,
4187:^
4173:.
4163:.
4153:11
4151:.
4147:.
4113:^
4068:,
4056:,
3996:^
3943:^
3921:,
3874:,
3866:,
3856:15
3854:,
3832:,
3820:,
3790:^
3780:,
3765:^
3751:.
3741:25
3739:.
3727:^
3713:.
3703:17
3701:.
3687:^
3673:.
3661:.
3649:^
3634:14
3632:,
3620:^
3593:^
3578:^
3561:^
3546:^
3519:^
3505:.
3497:.
3485:.
3481:.
3458:.
3450:.
3440:13
3438:.
3341:^
3324:^
3098:,
3012:,
2955:.
2714:No
2700:No
2515:.
640:,
628:,
320:,
245:,
215:,
192:.
171:,
163:,
140:.
128:,
103:,
99:,
5444:)
5440:(
4903:)
4862:e
4855:t
4848:v
4808:.
4766::
4758::
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4709::
4701::
4571:.
4548:.
4544::
4536::
4519:.
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4507::
4490:.
4486::
4469:.
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4418:.
4389:)
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4374:(
4364:.
4331:.
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4064::
3923:2
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3870::
3862::
3836::
3828::
3822:6
3759:.
3755::
3747::
3721:.
3717::
3709::
3681:.
3677::
3669::
3663:5
3640::
3513:.
3501::
3493::
3466:.
3454::
3446::
3411:.
2877:N
2486:F
2466:u
2446:W
2426:l
2377:c
2356:j
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2311:j
2294:+
2289:j
2275:=
2270:j
2232:j
2216:j
2212:W
2206:j
2182:j
2164:]
2146:)
2141:j
2137:l
2131:j
2127:u
2118:j
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2110:(
2107:+
2102:j
2098:l
2090:c
2085:[
2071:j
2055:=
2052:F
2009:.
2000:j
1996:R
1990:j
1986:T
1980:j
1968:j
1964:R
1958:j
1954:l
1945:j
1934:=
1904:j
1900:u
1872:c
1866:j
1862:R
1856:j
1852:l
1848:+
1831:)
1826:j
1822:l
1816:j
1812:u
1803:j
1799:N
1795:(
1790:j
1786:R
1782:=
1775:c
1769:j
1765:R
1759:j
1755:l
1751:+
1729:j
1719:j
1715:R
1709:j
1705:l
1701:=
1696:j
1692:R
1686:j
1682:l
1673:j
1642:]
1637:j
1633:e
1627:j
1623:W
1619:k
1611:j
1607:f
1603:)
1598:j
1582:j
1578:W
1574:k
1566:j
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1542:(
1534:j
1530:x
1524:j
1520:W
1516:[
1511:j
1503:=
1498:j
1494:R
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1444:e
1440:,
1435:j
1431:f
1427:,
1422:j
1418:R
1414:,
1409:j
1405:x
1384:j
1361:)
1356:j
1352:e
1346:j
1342:W
1338:k
1330:j
1326:f
1320:j
1316:N
1307:j
1303:R
1297:j
1293:T
1284:j
1280:x
1274:j
1270:W
1266:(
1261:j
1253:=
1250:0
1247:=
1244:M
1214:.
1201:W
1198:k
1183:W
1180:=
1177:N
1154:N
1134:k
1098:T
1083:N
1080:+
1077:W
1074:k
1071:=
1064:0
1061:=
1056:h
1052:F
1032:T
1017:N
1011:W
1008:=
1001:0
998:=
993:v
989:F
966:.
954:T
951:,
948:N
928:W
906:r
902:s
898:,
893:l
889:S
866:r
862:E
858:,
853:l
849:E
828:b
795:l
791:S
787:,
782:r
778:S
755:l
751:E
747:,
742:r
738:E
692:c
688:=
632:(
551:c
505:u
465:u
456:=
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397:+
372:=
229:/
225:(
155:/
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59:(
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