1. PILE FOUNDATIONS
UNIT IV

2. PILE GROUPS

3. Some Examples
Multistoried Building Resting on Piles

4. Some Examples
Piles Used to Resist Uplift Forces

5. Some Examples
Piles used to Resist lateral Loads

6. Pressure isobars of single pile

7. Pressure Isobars of Group of piles with piles placed farther apart

8. Pressure Isobars of Group of piles closely spaced

9. Typical Arrangement of Piles in Groups
Spacing of piles depends upon the method of installing the piles and the type of soil

10. Minimum Spacing between Piles
Stipulated in building codes
For straight uniform diameter piles - 2 to 6 d
For friction piles – 3d
For end bearing piles
passing through relatively compressible strata, the spacing of piles shall not be less than 2.5d
For end bearing piles passing through compressible strata and resting in stiff clay - 3.5d
For compaction piles - 2d.

11. Pile Group Efficiency

12. Efficiency of pile groups in sand (Vesic, 1967)
1. Point efficiency—average of all tests
2. 4 pile group—total efficiency
3. 9 pile group—total efficiency
4. 9 pile group—total efficiency with cap
5. 4 pile group—total efficiency with cap
6. 4 pile group—skin efficiency
7. 9 pile group—skin efficiency

13. CAPACITY OF PILE GROUP Feld’s Rule Converse-Labarre Formula
Block failure criteria

14. FELD'S RULE
Reduces the capacity of each pile by 1/16 for each adjacent pile

15. CONVERSE-LABARRE FORMULA
m = number of columns of piles in a group,
n = number of rows,
θ = tan-1( d/s) in degrees,
d = diameter of pile,
s = spacing of piles center to center.

16. Block Failure c = cohesive strength of clay beneath the pile group,
L = length of pile,
Pg = perimeter of pile group,
A g= sectional area of group,
Nc = bearing capacity factor which may be assumed as 9 for deep foundations.

17. Settlement of Pile Group

18. Consolidation Settlement
Total Settlement
Elastic Settlement
Consolidation Settlement

19. Settlement of Pile Group
'Load transfer' method ('t-z' method)
Elastic method based on Mindlin's (1936) equations for the effects of subsurface loadings within a semi-infinite mass.
Finite Element Method.
Settlement of a group is affected by
the shape and size of the group
length of piles
method of installation of piles
and possibly many other factors.

20. Semi-Empirical Formulas and Curves
Vesic (1977)
S = total settlement,
Sp = settlement of the pile tip,
Sf = settlement due to the deformation of the pile shaft.

21. Qp= point load,
d = diameter of the pile at the base,
q pu - ultimate point resistance per unit area,
Dr = relative density of the sand,
Cw = settlement coefficient,
= 0.04 for driven piles
= 0.05 for jacked piles
= 0.18 for bored piles,
Qf = friction load,
L = pile length,
A = cross-sectional area of the pile,
E = modulus of deformation of the pile shaft,
α = coefficient which depends on the distribution of skin friction along the shaft and can be taken equal to 0.6.

22. Fg = group settlement factor Sg = settlement of group,
S = settlement of a single pile.
Curve showing the relationship between group settlement ratio and relative widths of pile groups in sand (Vesic, 1967)

23. t-z Method

24. t-z Method Divide the pile into any convenient segments
Assume a point pressure qp less than the maximum qb.
Read the corresponding displacement sp from the (qp- s) curve.
Assume that the load in the pile segment closest to the point (segment n) is equal to the point load.
Compute the compression of the segment n under that load by
Calculate the settlement of the top of segment n by
Pile subjected to Vertical Load
Load Transfer Mechanism

25. t-z Method
Use the (τ - s) curves to read the friction in on segment n, at displacement sn.
Calculate the load in pile segment (n – 1)by
Do 4 through 8 up to the top segment. The load and displacement at the top of the pile provide one point on the load-settlement curve.
Repeat 1 through 9 for the other assumed values of the point pressure, qp .

26. Settlement of Pile Groups in Cohesive Soil
CASE 1
The soil is homogeneous clay.
The load Qg is assumed to act on a fictitious footing at a depth 2/3L from the surface and distributed over the sectional area of the group.
The load on the pile group acting at this level is assumed to spread out at a 2 Vert : 1 Horiz slope.

27. Settlement of Pile Groups in Cohesive Soil
CASE 2
The pile passes through a very weak layer of depth L1 and the lower portion of length L2 is embedded in a strong layer.
In this case, the load Q is assumed to act at a depth equal to 2/3 L2 below the surface of the strong layer and spreads at a 2 : 1

28. Settlement of Pile Groups in Cohesive Soil
CASE 3
The piles are point bearing piles.
The load in this case is assumed to act at the level of the firm stratum and spreads out at a 2 : 1 slope.

29. Allowable Load in Groups of Piles
Shear failure
Settlement

30. Negative Skin Friction

31. Negative Skin Friction on Piles

32. Negative Skin Friction on Piles

33. Negative Skin Friction on Piles

34. Occurrence of Negative Skin Friction
If the fill material is loose cohesionless soil.
When fill is placed over peat or a soft clay stratum
By lowering the ground water which increases the effective stress causing consolidation of the soil with resultant settlement and friction forces being developed on the pile

35. Magnitude of Negative Skin Friction
Single pile – Cohesionless Soil
Single pile – Cohesive Soil
Ln = length of piles in the compressible material
s = shear strength of cohesive soils in the fill
P = perimeter of pile
K = earth pressure coefficient normally lies between the active and the passive earth pressure coefficients
δ = angle of wall friction

36. Negative Skin Friction on Pile Group
n = number of piles in the group,
γ = unit weight of soil within the pile group to a depth Ln,
Pg = perimeter of pile group,
A - sectional area of pile group within the perimeter Pg
s = shear strength of soil along the perimeter of the group.

37. Negative Skin Friction on Pile Group
L1 = depth of fill,
L2 = depth of compressible natural soil,
s1, s2 = shear strengths of the fill and compressible soils respectively,
γ1, γ2= unit weights of fill and compressible soils respectively,
Fnl = negative friction of a single pile in the fill,
Fn2 = negative friction of a single pile in the compressible soil.

38. Uplift Capacity

39. Uplift Capacity Pul = uplift capacity of pile, W p= weight of pile,
fr = unit resisting force
As = effective area of the embedded length of pile.
cu = average undrained shear strength of clay along the pile shaft
α = adhesion factor
ca = average adhesion
Cohesive Soil

40. Uplift Capacity of Pile Group
L = depth of the pile block
L & B = overall length and width of the pile group
cu = average undrained shear strength of soil around the sides of the group
W = combined weight of the block of soil enclosed by the pile group plus the weight of the piles and the pile cap.
Uplift of a group of closely-spaced piles in cohesive soils

41. Uplift Capacity of Pile Group
Uplift of a group of closely-spaced piles in cohesionless soils

42. Recap Capacity of single pile Capacity of pile group
Settlement of pile group
Negative Skin Friction
Uplift Capacity