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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 [16] or QUAKE/W 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](https://image.slidesharecdn.com/7adf9876-1a27-4482-aef4-42cc96078e10-160308193100/85/AK-TERM-PAPER-by-Bhat-HzaifLast-attempt-42-320.jpg)
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trajectories of unstable blocks separated from a rock slope face. Analytical solution
method described by Hungr & Evans[36] 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.](https://image.slidesharecdn.com/7adf9876-1a27-4482-aef4-42cc96078e10-160308193100/85/AK-TERM-PAPER-by-Bhat-HzaifLast-attempt-57-320.jpg)
AK TERM PAPER by Bhat.HzaifLast attempt
- 1. 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e 1 | P a g e SLOPE STABILITY - : PREPARED BY :- NAME: HUZAIF BIN MOHMAD. CLASS: 3nd year. SECTION: C (G2).
- 2. 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e 2 | P a g e BRANCH: CIVIL ROLL NO.: 120107099 SYSTEM ID: 2012018204 EMAIL ID: (bhathuzi99@gmail.com)
- 3. 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e 3 | P a g e Department of Civil Engineering And Technology
- 4. 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e 4 | P a g e SUBMITTED TO: MR. WASEEM AKRAM Assistant Professor, Department of Civil Engineering Sharda University.
- 5. 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e 5 | P a g e Abstract Despite our improvement in recognition, prediction and mitigative measures, Landslides still have social, economic and environmental toll in mountainous regions. This is partly due to the complexity of the processes driving slopes failures and our
- 6. 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e 6 | P a g e inadequate knowledge of the underlying mechanisms. Ever increasingly, Experts are called upon to analyze and predict the stability of the given slope, assessing its risk, potential failure mechanisms, and velocities, areas endangered, and possible remedial measures. These Notes includes the field of Slope Stability analysis and the purpose such analysis serve in investigation of potential slope failure mechanism. Advancements in
- 7. 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e 7 | P a g e and the evolution in computer based analysis techniques are discussed, first with respect to commonly applied conventional methods. The main objective of the slope stability Analysis has been discussed here. Slope stability analysis before the computer age and now in the computer era has been discussed in detail. There are various softwares /programmers used for slope stability purpose. Numerical modeling methods and their application to rock slope stability analysis has
- 8. 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e 8 | P a g e been introduced briefly. Yet it must be emphasized that numerical is a tool and not a substitute for critical thinking and judgment. As such, numerical modeling is most effective when by an experienced and cautious user.
- 9. 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e 9 | P a g e
- 10. 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e 10 | P a g e Introduction A slope may be an unsupported or supported, inclined surface of some mass like soil mass. Slopes can be natural or man-made. These may be above ground level as embankments or below ground level as cuttings. Slope stability in naturally
- 11. 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e 11 | P a g e occurring slopes like along hill slopes and river sides, the forces of gravity tends to move soil from high levels to low levels and the forces that resist this action are on account of the shear strength of the soil. I. Presence of water increases weight and reduces shear strength and hence decreases stability.
- 12. 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e 12 | P a g e II. Weights of man-made structures constructed on or near slopes tend to increase the destabilizing forces and slope instability.
- 13. 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e 13 | P a g e
- 14. 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e 14 | P a g e
- 15. 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e 15 | P a g e Causes of failure of Slopes The important factors that cause instability in slope and lead to failure are:- 1. Gravitational force.
- 16. 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 16 | P a g e 2. Force due to seepage of water. 3. Erosion of the surface of slope due to flowing water. 4. The sudden lowering of water adjacent to the slope. 5. Forces due to earthquakes. See (case study about Earthquake in Kashmir on 8 Oct 2008 )
- 17. 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e 17 | P a g e
- 18. 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e 18 | P a g e
- 19. 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e 19 | P a g e Explanation Analysis of Slope stability is performed to estimate the safe design of human-made or natural slopes (e.g. embankments, road cuts, open-pit mining, excavations,
- 20. 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e 20 | P a g e landfills etc.) and the equilibrium conditions. Definition: The term slope stability may be defined as the resistance of inclined surface to failure by sliding or collapsing. I. The main objectives of slope stability analysis:- are finding endangered areas, investigation of potential failure mechanisms, determination of the slope
- 21. 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 21 | P a g e 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.
- 22. 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e 22 | P a g e
- 23. 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 23 | P a g e 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. 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
- 24. 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e 24 | P a g e limitations inherent in each methodology. II. Before the computer age: stability analysis was performed graphically or using hand-held calculator. Today engineers have a lot of possibilities to use analysis software, ranges from simple limit equilibrium techniques through computational limit analysis approaches (e.g. Finite element limit analysis, Discontinuity layout optimization) to complex and sophisticated numerical
- 25. 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e 25 | P a g e solutions (finite-/distinct-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 deformation and brittle fracture, progressive creep, liquefaction of weaker soil layers, etc.). In these cases more sophisticated numerical modeling techniques should be utilized. In addition, the use of the risk
- 26. 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 26 | P a g e 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). 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
- 27. 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e 27 | P a g e interferometer techniques.
- 28. 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e 28 | P a g e
- 29. 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e 29 | P a g e Conventional methods of analysis
- 30. 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e 30 | P a g e Most of the slope stability analysis computer programs are based on the limit equilibrium concept for a two- or three-dimensional model. In rock slope stability analysis conventional methods can be divided into three groups: kinematic analysis, limit equilibrium and rock fall simulators. Limit equilibrium analysis:
- 31. 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e 31 | P a g e The conventional limit equilibrium methods investigate the equilibrium of the soil mass tending to slide down under the influence of gravity. Transitional or rotational movement is considered on assumed or known potential slip surface below soil or rock mass. In rock slope engineering, methods may be highly significant to simple block failure along distinct discontinuities. All methods are based on comparison of forces (moments or stresses) resisting instability of the mass and those that causing instability
- 32. 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e 32 | P a g e (disturbing forces). Two-dimensional sections are analyzed assuming plain strain conditions. These 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. Analysis provides a factor of safety, defined as a ratio of available shear resistance (capacity) to that required for equilibrium. If the value of factor of safety is less than
- 33. 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 33 | P a g e 1.0, slope is unstable. The most common limit equilibrium techniques are methods of slices where soil mass is discretized into vertical slices (Fig. 2).Results (factor of safety) of particular methods can vary because methods differs in assumptions and satisfied equilibrium conditions.
- 34. 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e 34 | P a g e
- 35. 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e 35 | P a g e Figure 2: Method of slices
- 36. 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e 36 | P a g e
- 37. 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e 37 | P a g e Functional slope design considers calculation with the critical slip surface where is the lowest value of factor of safety. Locating failure surface can be made with the help of computer programs using search optimization techniques. Wide variety of slope stability software using limit equilibrium concept is available including search of critical slip surface. The program analyses the stability of generally layered soil slopes,
- 38. 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e 38 | P a g e mainly embankments, earth cuts and anchored sheeting structures. Fast optimization of circular and polygonal slip surfaces provides the lowest factor of safety. Earthquake effects, external loading, groundwater conditions, stabilization forces (i.e. anchors, georeinforcments etc.) can be also included. The software uses solution according to various methods of slices (Fig. 2), such as Bishop simplified, Ordinary method of slices (Swedish circle method/Petterson/Fellenius), Spencer, Sarma etc.
- 39. 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e 39 | P a g e Sarma and Spencer are called as 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.
- 40. 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e 40 | P a g e Another limit equilibrium program provides 2D stability calculations in rocks or soils using these rigorous analysis methods: Spencer, 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
- 41. 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e 41 | P a g e Hypercube simulation techniques where any input parameter can be defined as a random variable. Probabilistic analysis determines 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. Program SLOPE/W is formulated in terms of moment and force equilibrium factor
- 42. 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 42 | P a g e 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 [16] or QUAKE/W 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
- 43. 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e 43 | P a g e computes the probability of failure in addition to the conventional factor of safety. Slope stability Softwares/Programs
- 44. 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e 44 | P a g e I. Stabl WV: is 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. II. SV Slope: is formulated in terms of moment and force equilibrium factor of safety equations. Limit equilibrium methods include Morgenstern-Price,
- 45. 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 45 | P a g e 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 SV Solid or pore-water pressures from SV Flux 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
- 46. 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e 46 | P a g e APEM probabilistic approaches. Spatial variability through random fields computations may also be included in the analysis. Some other programs based on limit equilibrium concept: 1. GALENA - includes stability analysis, back analysis, and probability analysis, using the Bishop, Spencer-Wright and Sarma methods.
- 47. 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 47 | P a g e 2. GSLOPE - provides limit equilibrium slope stability analysis of existing natural slopes, unreinforced man-made slopes, or slopes with soil reinforcement, using Bishops Modified method and Janbus Simplified method applied to circular, composite or non-circular surfaces. 3. CLARA-W - three-dimensional slope stability program includes calculation with the help of these methods: Bishop simplified, Janbu simplified, Spencer
- 48. 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e 48 | P a g e and Morgenstern-Price. Problem configurations can involve rotational or non- rotational sliding surfaces, ellipsoids, wedges, compound surfaces, fully specified surfaces and searches. 4. TSLOPE3 - two- or three-dimensional analyses of soil and rock slopes using Spencer method.
- 49. 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e 49 | P a g e
- 50. 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e 50 | P a g e Rock slope stability analysis based on limit equilibrium techniques may consider following modes of failure: III. 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
- 51. 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e 51 | P a g e according to the concept of a block resisting on an inclined plane at limit equilibrium. IV. 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
- 52. 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e 52 | P a g e shear surfaces; rock mass is divided into blocks by internal shear surfaces; blocks are considered to be rigid; no tensile strength is permitted etc.) V. Wedge failure - three-dimensional analysis enables modeling of the wedge sliding on two planes in a direction along the line of intersection. VI. Toppling failure - long thin rock columns formed by the steeply dipping
- 53. 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 53 | P a g e 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
- 54. 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e 54 | P a g e consideration); toppling occur if driving moments exceed resisting moments.
- 55. 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 55 | P a g e 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. Stereographic representation (stereonets) of the planes and lines is used.Stereonets are useful for analyzing discontinuous rock blocks. Program DIPS allows for visualization structural
- 56. 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e 56 | P a g e data using stereonets, determination of the kinematic feasibility of rock mass and statistical analysis of the discontinuity properties. Rock fall simulators Rock slope stability analysis may design protective measures near or around structures endangered by the falling blocks. Rockfall simulators determine travel paths and
- 57. 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e 57 | P a g e trajectories of unstable blocks separated from a rock slope face. Analytical solution method described by Hungr & Evans[36] 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.
- 58. 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e 58 | P a g e I. Program ROCFALL - 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
- 59. 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e 59 | P a g e barriers. II. 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.
- 60. 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e 60 | P a g e Numerical methods of analysis Numerical modeling 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
- 61. 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e 61 | P a g e material deformation and failure, modeling of pore pressures, creep deformation, dynamic loading, assessing effects of parameter variations etc. However, numerical modeling is restricted by some limitations. For example, input parameters are not usually measured and availability of these data is generally poor. Analysis must be executed by well trained user with good modeling practise. User also should be aware of boundary effects, meshing errors, hardware memory and time restrictions.
- 62. 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e 62 | P a g e Numerical methods used for slope stability analysis can be divided into three main groups: continuum, discontinuum and hybrid modeling. A. Continuum modeling:
- 63. 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e 63 | P a g e
- 64. 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e 64 | P a g e figure 3.. Modeling 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)
- 65. 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 65 | P a g e 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 modeling of discrete fractures, e.g. bedding planes, faults. Several constitutive models are usually available, e.g. elasticity, elasto-plasticity, strain-softening, elasto-viscoplasticity etc B. Discontinuous modeling:
- 66. 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e 66 | P a g e Discrete element method and Discontinuous Deformation Analysis 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 modeling allows for sliding between the blocks or particles. The DEM is based on solution of
- 67. 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e 67 | P a g e dynamic equation of equilibrium for each block repeatedly until the boundary conditions and laws of contact and motion are satisfied. Discontinuum modeling belongs to the most commonly applied numerical approach to rock slope analysis and following variations of the DEM exist: Distinct-element method
- 68. 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e 68 | P a g e Discontinuous deformation analysis (DDA) Particle flow codes 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
- 69. 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e 69 | P a g e a law of motion (determining displacements caused in the blocks by out-of-balance forces). Joints are treated as [boundary conditions. Deformable blocks are discretised into internal constant-strain elements. Discontinum program UDEC (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,
- 70. 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e 70 | P a g e modeling deformation or material yielding. Three-dimensional discontinuum code 3DEC contains modeling of multiple intersecting discontinuities and therefore it is suitable for analysis of wedge instabilities or influence of rock support (e.g. rockbolts, cables). In discontinuous deformation analysis (DDA) displacements are unknowns and equilibrium equations are then solved analogous to finite element method. Each unit of
- 71. 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 71 | P a g e 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. 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. Spherical particles interact through frictional sliding contacts. Simulation of joint bounded
- 72. 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 72 | P a g e 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 modeling 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.
- 73. 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e 73 | P a g e C. Hybrid/coupled modeling: 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 or GEO-STUDIO suites of software; coupled particle flow and finite-difference analyses used in PF3D and FLAC3D. Hybrid techniques allows investigation of piping slope failures and the
- 74. 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e 74 | P a g e influence of high groundwater pressures on the failure of weak rock slope. Coupled finite-/distinct-element codes, e.g. ELFEN, provide for the modeling of both intact rock behaviour and the development and behaviour of fractures.
- 75. 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e 75 | P a g e Work Done 1) Watched Videos and Images: During the study of paper, I watched Almost all related Videos and Images which
- 76. 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e 76 | P a g e helped me in understanding the main Objective Of studying Stability of Slope analysis. These videos helped me to know the work done on slope stability and future plannings done, and helped me to go further steps. 2) Visited to Kashmir mountain slopes: The slopes of western Lesser Himalaya (at Sangaldhan Block of Udhampur near
- 77. 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e 77 | P a g e Ramban, Jammu and Kashmir India) are being severely affected by tectonic and erosional activities. These activities result in deposit of a thick cover of rock fragments and overburden just above the hard rock. The thickness of overburden cover has directly affected the stability of slope in the study area, though the traditional stability estimation techniques, rock mass rating and slope mass rating, rate this area as moderately stable which does not represent the real stability condition.
- 78. 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 78 | P a g e 3) Visit to Areas affected by Earth-quake on 08th October 2005 of Muzaffar-abad Kashmir: The Mw=7.6 Kashmir Earthquake occurred on 8th October 2005 as a result of rupture on the NW-SE orientated Muzaffar-abad fault. The hypocenter was located at a depth
- 79. 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e 79 | P a g e of about 20 km about 19 km NE of Muzaffarabad in the Neelum River valley. The fault rupture extends for a total distance of about 200 km. The earthquake resulted in widespread destruction over 28,000 km2. The official death toll is 87,300, with landslides being responsible for about 20,000 fatalities .
- 80. 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e 80 | P a g e CONCLUSION Learning Objectives At the conclusion of this paper we are able to conclude following objectives: Understand the basic concept of slope stability analysis;
- 81. 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e 81 | P a g e Understand the basic design considerations; Be familiar with slope stability analysis and design procedure; Know how to verify computer analyses and results; Be able to perform simple slope stability analysis; and
- 82. 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e 82 | P a g e Be able to present the analysis and results effectively.
- 83. 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e 83 | P a g e
- 84. 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e 84 | P a g e
- 85. 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e 85 | P a g e Reference Books: Consulted VII. Stability of slopes (Author E.N Bromhead) VIII. Slope Stability Engineering Developement and Application (Richard Jhon chandler). IX. Slope Stability analysis and stabilization Methods (Lee W Abramson)
- 86. 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e 86 | P a g e X. Slope Stability And Erosion Control. XI. Soil Mechanics by Gopal Ranjan.
- 87. 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e 87 | P a g e ...........................Thank You