This ppt is more useful for Civil Engineering students. I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments. I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.

1. Vishvakarma
Government Engineering
College, Chandkheda
•Name –Darshil Vekaria
•Branch–Civil Engineering
•Topic- Earth Pressure (Soil Mechanics)

2. WHERE EARTH PRESSURE?
Calculating lateral earth pressure is
necessary in order to design structures such
as:
Retaining Walls
Bridge Abutments
Bulkheads
Temporary Earth Support Systems
Basement Walls 2

3. USE OF RETAINING WALLS
4

4. IN GEOTECHNICAL ENGINEERING,
IT IS OFTEN NECESSARY TO PREVENT LATERAL SOIL
MOVEMENTS
Cantilever
retaining wall
Braced excavation
Anchored sheet pile
6

5. DEFINITION OF KEY TERMS
Active earth pressure coefficient (Ka): It is the
ratio of horizontal and vertical principal effective
stresses when a retaining wall moves away (by a
small amount) from the retained soil.
Passive earth pressure coefficient (Kp): It is
the ratio of horizontal and vertical principal
effective stresses when a retaining wall is forced
against a soil mass.
Coefficient of earth pressure at rest (Ko): It is
the ratio of horizontal and vertical principal
effective stresses when the retaining wall does not
move at all, i.e. it is “at rest”. 7

6. LATERAL EARTH PRESSURE - BASIC
CONCEPTS
We will consider the lateral pressure on a vertical wall that
retains soil on one side.
First, we will consider a drained case, i.e. The shear strength
of the soil is governed by its angle of friction φ.
In addition, we will make the following assumptions:
- The interface between the wall and the soil is frictionless.
- The soil surface is horizontal and there are no shear
stresses on horizontal and vertical planes, i.e. The horizontal
and vertical stresses are principal stresses.
- The wall is rigid and extends to an infinite depth in a dry,
homogenous, isotropic soil mass.
- The soil is loose and initially in an at-rest state. 8

7. LATERAL EARTH PRESSURE THEORY
There are two classical earth pressure theories.
They are
1. Coulomb's earth pressure theory.
2. Rankine's earth pressure theory.
9

8. THE RANKINE THEORY ASSUMES:
There is no adhesion or friction between the wall
and soil
Lateral pressure is limited to vertical walls
Failure (in the backfill) occurs as a sliding
wedge along an assumed failure plane defined
by φ.
Lateral pressure varies linearly with depth and
the resultant pressure is located one-third of the
height (H) above the base of the wall.
The resultant force is parallel to the backfill
surface.
10

9. THE COULOMB THEORY IS SIMILAR TO
RANKINE EXCEPT THAT:
There is friction between the wall and soil and
takes this into account by using a soil-wall
friction angle of δ.
Note that δ ranges from φ/2 to 2φ/3 and δ = 2φ/3
is commonly used.
Lateral pressure is not limited to vertical walls
The resultant force is not necessarily parallel to
the backfill surface because of the soil-wall
friction value δ.
11

10. LATERAL EARTH PRESSURE FOR AT
REST CONDITION
If the wall is rigid and does not move with the
pressure exerted on the wall, the soil behind
the wall will be in a state of elastic equilibrium.
12

11. LATERAL EARTH PRESSURE FOR AT REST
CONDITION
Element E is subjected to the following pressures.
E
13

12. LATERAL EARTH PRESSURE FOR AT REST
CONDITION
If we consider the backfill is homogeneous then v
and h both increase linearly with depth z.
In such a case, the ratio of h to v remains
constant with respect to depth, that is
Where, Ko is called the coefficient of earth pressure for the at rest condition or at
rest earth pressure Coefficient.
The lateral earth pressure h acting on the wall at any depth z may be
expressed as 14

13. LATERAL EARTH PRESSURE FOR AT REST
CONDITION
15

14. COEFFICIENTS OF EARTH PRESSURE FOR AT
REST CONDITION : KO
Type of soil Ip Ko
Loose sand, saturated 0.46
Dense sand, saturated 0.36
Dense sand, dry (e = 0.6) 0.49
Loose sand, dry (e = 0.8) 0.64
Compacted clay 9 0.42
Compacted clay 31 0.60
Organic silty clay, 45 0.57
undisturbed (w{ = 74%)
16

15. FACTORS AFFECTING KO
The value of Ko depends upon the relative
density of the sand and the process by
which the deposit was formed.
If this process does not involve artificial
tamping the value of Ko ranges from about
0.40 for loose sand to 0.6 for dense sand.
Tamping the layers may increase it to 0.8.
17

16. DEVELOPMENT OF ACTIVE AND PASSIVE
EARTH PRESSURES
18

17. HORIZONTAL STRESS AS A FUNCTION OF THE
DISPLACEMENT
19

18. DEVELOPMENT OF EARTH PRESSURES
Active Pressures
◦ Overburden (σ1)
Driving
Passive Pressures
◦ Wall (σ3) Driving
20

19. ACTIVE EARTH PRESSURE
- Wall moves away from soil
21

20. ACTIVE EARTH PRESSURE
22

21. PASSIVE EARTH PRESSURE
23

22. PASSIVE EARTH PRESSURE
24

23. MOVEMENT REQUIRED TO DEVELOP ACTIVE
EARTH PRESSURE
Soil Type & Condition H Required
H
Sands , Granular soil
Dense 0.001 H to 0.002H
H
loose 0.002 H to 0.004 H
Clays
Stiff/Hard 0.01H to 0.02 H
Soft material 0.02 H to 0.05H
25

24. RANKINE'S EARTH PRESSURE
THEORIES
26

25. RANKINE'S CONDITION FOR ACTIVE AND PASSIVE
FAILURES IN A SEMI-INFINITE MASS OF COHESIONLESS
SOIL
27

26. 28

27. RANKINE’S THEORY: ACTIVE EARTH
PRESSURE
29

28. SMOOTH VERTICAL WALL WITH
COHESIONLESS BACKFILL
Backfill Horizontal-Active Earth Pressure
30

29. Backfill Horizontal-Passive Earth Pressure
31

30. RANKINE’S THEORY: PASSIVE EARTH
PRESSURE
32

31. Relationship between Kp and KA
33

32. RANKINE’S THEORY: ACTIVE EARTH
PRESSURE
34

33. RANKINE'S ACTIVE PRESSURE UNDER SUBMERGED
CONDITION IN COHESION LESS SOIL
36

34. RANKINE'S ACTIVE PRESSURE IN COHESIONLESS
BACKFILL UNDER PARTLY SUBMERGED CONDITION
WITH SURCHARGE LOAD
37

35. RANKINE'S ACTIVE PRESSURE FOR A SLOPING
COHESIONLESS BACKFILL
38

36. RANKINE'S PASSIVE PRESSURE IN SLOPING
COHESIONLESS BACKFILL
40

37. RANKINE'S ACTIVE EARTH RESSURE WITH
COHESIVE BACKFILL
41

38. RANKINE'S ACTIVE EARTH RESSURE WITH
COHESIVE BACKFILL
42

39. ACTIVE EARTH PRESSURE ON VERTICAL
SECTIONS IN COHESIVE SOILS
43

40. EFFECT OF WATER TABLE ON LATERAL EARTH
PRESSURE
NΦ = tan2 (45+Φ/2)
44

41. RANKINE’S THEORY: SPECIAL CASES
σv‘= σv-u
Submergence:
Inclined Backfill:
σh = K aσv ′ + u u= pore water pressure
Inclined but Smooth Back face of wall:
45

42. COULOMB'S EARTH PRESSURE
THEORY
46

43. COULOMB'S EARTH PRESSURE THEORY FOR
SAND FOR ACTIVE STATE
Coulomb made the following assumptions in
the development of his theory:
1. The soil is isotropic and homogeneous
2. The rupture surface is a plane surface
3. The failure wedge is a rigid body
4. The pressure surface is a plane surface
5. There is wall friction on the pressure surface
6. Failure is two-dimensional and
7. The soil is cohesionless
47

44. CONDITIONS FOR FAILURE UNDER ACTIVE
CONDITIONS
48

45. PROCEDURE TO DRAW ABC
1. AB is the pressure face
2. The backfill surface BE is a plane inclined at an
angle with the horizontal
3. is the angle made by the pressure face AB with
the horizontal
4. H is the height of the wall
5. AC is the assumed rupture plane surface, and
6. is the angle made by the surface AC with the
horizontal
7. W = yA, where A = area of wedge ABC
49

46. ACTIVE EARTH PRESSURE
50

47. COULOMB'S EARTH PRESSURE THEORY FOR
SAND FOR PASSIVE STATE
51

48. COULOMB’S THEORY: PASSIVE EARTH
PRESSURE ( GRAPHICAL METHOD)
Wall Friction:
Coulomb’s
theory
overestimates
Passive EP
52

49. COULOMB’S THEORY: ACTIVE EARTH
PRESSURE ( GRAPHICAL METHOD)
Wall Friction:
Coulomb’s
theory
underestimates
Active EP
53

50. COULOMB’S THEORY: SOLUTIONS
54

51. CULMANN’S GRAPHICAL METHOD: ACTIVE EP
55

52. CULMANN’S GRAPHICAL METHOD: PASSIVE EP
56

53. PRESSURE DISTRIBUTION FOR STRATIFIED
SOILS
57

54. MODES OF GEOTECHNICAL FAILURES
Bearing
Sliding Overturning
59
Overall Stability Settlement