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Geotechnical Engineering > Slope stability analysis > Flashcards

Slope stability analysis Flashcards

1
Q

Slope stability analysis should satisfy

A
  • equilibrium
  • compatibility
  • constitutive law
  • BC
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2
Q

Slope stability analysis applications

A

-Used for remedial work on existing or theorestical slopes as well as for back analysis of failed slopes

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3
Q

Slope stability analysis applications

A

-Used for remedial work on existing or theoretical slopes as well as for back analysis of failed slopes

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4
Q

Analytical method applications

A

-applied to boundary value problems for linear elastic soils or perfectly plastic ones
-considers movements but not useful for stability

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5
Q

Numerical methods

A

-approximately satisfies all that needs to bee (four from before)
-handles complex constitutive models
-can simulate the complete history of a boundary value problem but limmited meash and integration method applied
-still new and not widely used

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6
Q

Usea for analytical methods

A

Limit equilibrium, limit analysis and stress field all give stability but not movements since they exclude compatibility and displacement BC
- Most common
-Dont give unique solutions
-Doesnt say whether the solution is safe or weak (in general)
-

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7
Q

Plain strain

A
  • applies when one dimension is large in relation to the other 2 so its assumed all states // to the x-y plane are same and there are no relative movements
  • w = 0 = epsilon_z therfore the shear strains in z are also zero
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8
Q

Limit equilibrium assumptions

A
  • Failure surface with failure at all points along it
  • can be curved planar or arbitrary
    -Global equilibrium of rigid blocks is considered but not the internal stress within the blocks
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9
Q

Why apply FoS

A

Accounts for uncertainty in
- stratigraphy
-soil strength
-pore pressure distribution

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10
Q

FoS on strength
-Planar failure
-Rotational failure

A

F= shear strength of soil/shear str for equilibrium
shear str for equilibrium = tau_mob

  • For drained FoS on str is applied to c’ and tan(phi’)

Planar failure:
F = sum(resisting F)/sum(disturbing F)

Rotational Faiure:
F = sum(resisting M)/sum(disturbing M)

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10
Q

FoS on strength
-Planar failure
-Rotational failure

A

F= shear strength of soil/shear str for equilibrium
shear str for equilibrium = tau_mob

  • For drained FoS on str is applied to c’ and tan(phi’)

Planar failure:
F = sum(resisting F)/sum(disturbing F)

Rotational Faiure:
F = sum(resisting M)/sum(disturbing M)

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11
Q

Limit equilibrium objective

A
  1. get FoS for a given geometry
  2. Get H/angle for a given FoS
  3. Determine str from geometry assuming FoS =1, Back analysis
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12
Q

Infinite slope assumption

A

Used to approximate shallow translational slides
-this assumes the toe and the top of the slope have little influence
- failure surface // to the ground
-uniform PWP

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13
Q

Limit equilibrium special cases

A

Dry-cohesionless - Fos is independent of the depth of the slip surface

Saturated cohesionless also independent of the depth but scaled by gamma’/gamma

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14
Q

Planar surface analysis

A

Applied to low strength or this layer overlaying a strong one
- moment equilibrium not used since the distribution of sigma_n’ is unknown and therefore so is the line of action of N’

tau_max = c’ + (N’/L)Tan(phi’)
tau_mob = S/L
- U is average d between the value at the top and bottom of the slope is it varies through it

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15
Q

Rotational movements
- getting FoS

A

Assumes failure surface to be circular and applies the undrained shear str
- Only determinate when phi_u = 0
*Magnitude, direction and line of action of delta P are alll unknown as is F therefore 4 unknowns but only 3 equations: moments =…, delta P = …, delta S = …

To get Fos
- Vary radius with the centre of cirlce constant
- Vary the centre of rotation
- Plot FoS against radii for given COR

16
Q

Method of Slices
-general
-benefits

A

-Each slice is treated as a distinct sliding block with equilibrium applied to it
* critical surface must be known: geometry, str and PW distribution
* forces, FoS and line of action are unknowns
* apply all 3 equilibrium per slice and failure criterion

Benefits:
-complex geometry can be considered
-variable soil conditions considered
-influence of boundary loads considered

17
Q

Definition of rigorous

A

the number assumptions matches the number of unknowns (2n - 2 for the method of slices)
- extras can lead to iteration

18
Q

Conventional method of slices

A

Neglect interslice forces and assume that N’ acts through the centre of the slice leads to 3n -2 assumptions therefore it fails to satisfy constraints
*Forces in one direction are not satisfied
*No iteration
*Gives conservative results
*Uses moments

19
Q

Bishops simplified method of slices

A

Negelcts inter slice shear force and assume N’ acts through the centre of the slice now 2n -1
assumptions
- 1 too few for horizontal equilibrium so one slice/constraint isnt satisfied and horxontal equilibrium isnt used
- Applies moments but resolves forces perp. to N’ rather than //
-solved iteritavely with the value from convential used as a starting point
-

20
Q

Stability Charts

A

Assumptions
-single homogeneous slope and a circular slip surface but can be used for non-homogeneous material by using an average strength and slope inclination
-undrained therefore Su = k
-No tension cracks accounted by Su being decreased by 10-15%
-No water pressure on the slope, submerged solpes have gamma replaced by gamma’ but no other water levels applly

Comments
- fast and accurate
- uses dimensionless parameters to give in min FoS so theres no need for the critical slip surface
- D accounts for the location of the hard material

-

21
Q

Stability charts failure types

A

Slope circle happens when theres a firm base just below the toe so the surface is tangential and daylights above the toe

Toe circle is when the surface is independent of the location pf the base and passes through the toe

Foundation circle is base failure with the centre of the circle being halfway long the slop in x

22
Q

Stability chart for PWP

A

assume U varries linearly

U = r_u.gamma.z
- since r_u is constant for the slope FoS is a function of it, being linear for simple slopes with a constant slope and no tension cracks

F = m -n.r_u
- m/n are functions of phi’, c’/gamma.H, D and slope angle

23
Q

Compound movements

A
  • Apply the method of slices
    *Leaver arm now off set by distance which effects the line of action of the normal F
  • Noncircular slip surface can be taken into account by other solution
  • Solutions considered
  • Janbu simplified
    *Morgenstein and Price
24
Q

Janbuu Simplifed

A
  • Like simplified bishop but applied horizontal and vertical equilibrium
  • correction applied for the relative depth of the slide to it =s depth and also soil str
    *solves issue of negelcting interslice F
  • is a convergence factor
25
Q

Morgenstein and Price

A

lambda.f(x) = Xi/Ei with lambda between zero and 1 which introduces n - 1 assumptions with another n coming from the assumption of the line of action of N
- since lambda is unknown therefore 2n - 1 unknowns and is rigorous

26
Q

3D limit equilibrium analysis

A
  • applied when the slide has limited lateral extent the shear force at the sides will influence stability , the amount depending on the slides width B
    -Applies method of slices but as columns instead
  • the assumptions have a large effect in 3d

F = SUM(Rm.B + M1 + M2)/sum(D.B)
- M is the moments resisted at the sides
- Rm is the resisting moment F
- D is the disturbing moment F

27
Q

Other factors effecting stability

A

Tension cracks
-at shallow depths where the tensile strength is exceeded, only occurs in cohesive soils since they have tensile strength
-indicate the onset of instability and can start progressive failures

Zt = 2Su/gamma
-Undrained are usually deeper but shouldnt be more than the cut or half the embankments height

Zt = 2c’/gamma . Tan(pi/4 + phi’/2)

Vegetation
-Roots reinforce soil by bonding
-decreases the PWP and WT
-most effective in summer when the least drainage is required

28
Q

Seismic effects

A

Decrease tau_max due to increased power pressure while increasing tau_mob
- can be caused by landslide

Psuedo static equilibrium techniques are used with limit equlibrium, adding M.a_g force to the static problem, but it wount give deformations
- represents a_g as a constant acceleration
-no build up of PWP
-hydrostatic soil behaviour under loading isnt captured but can be by Dynamic FE which is being researched

Geotechnical Engineering (10 decks)

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