PILE FOUNDATIONS

UNIT IVPILE FOUNDATIONSPILE GROUPSSome Examples

Multistoried Building Resting on PilesSome Examples

Piles Used to Resist Uplift ForcesSome Examples

Piles used to Resist lateral LoadsPressure isobars of single pile

Pressure Isobars of Group of piles with piles placed farther apart

Pressure Isobars of Group of piles closely spaced

Typical Arrangement of Piles in GroupsSpacing of piles depends upon the method of installing the piles and the type of soil

Minimum Spacing between PilesStipulated in building codesFor straight uniform diameter piles - 2 to 6 dFor friction piles 3dFor end bearing piles passing through relatively compressible strata, the spacing of piles shall not be less than 2.5dFor end bearing piles passing through compressible strata and resting in stiff clay - 3.5d For compaction piles - 2d.Pile Group Efficiency

Efficiency of pile groups in sand (Vesic, 1967)1. Point efficiencyaverage of all tests2. 4 pile grouptotal efficiency3. 9 pile grouptotal efficiency4. 9 pile grouptotal efficiency with cap5. 4 pile grouptotal efficiency with cap6. 4 pile groupskin efficiency7. 9 pile groupskin efficiency

CAPACITY OF PILE GROUPFelds Rule

Converse-Labarre Formula

Block failure criteria

FELD'S RULEReduces the capacity of each pile by 1/16 for each adjacent pileCONVERSE-LABARRE FORMULA

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

Block Failurec = 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.

Settlement of Pile GroupSettlement 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.Semi-Empirical Formulas and CurvesVesic (1977)

S = total settlement,Sp = settlement of the pile tip,Sf = settlement due to the deformation of the pile shaft.

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, = coefficient which depends on the distribution of skin friction along the shaft and can be taken equal to 0.6.

Fg = group settlement factorSg = 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)t-z Method

t-z MethodDivide the pile into any convenient segmentsAssume 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

Load Transfer Mechanism

Pile subjected to Vertical Load

t-z MethodUse the ( - 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 .

Settlement of Pile Groups in Cohesive SoilCASE 1The 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.

Settlement of Pile Groups in Cohesive SoilCASE 2The 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

Settlement of Pile Groups in Cohesive SoilCASE 3The 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.

Allowable Load in Groups of PilesShear failure

SettlementNegative Skin FrictionNegative Skin Friction on Piles

Negative Skin Friction on Piles

Negative Skin Friction on Piles

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 pileMagnitude of Negative Skin FrictionSingle pile Cohesionless Soil

Single pile Cohesive Soil

Ln = length of piles in the compressible materials = shear strength of cohesive soils in the fillP = perimeter of pileK = earth pressure coefficient normally lies between the active and the passive earth pressure coefficients = angle of wall friction

Negative Skin Friction on Pile Groupn = number of piles in the group, = 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 Pgs = shear strength of soil along the perimeter of the group.

Negative Skin Friction on Pile GroupL1 = depth of fill,L2 = depth of compressible natural soil,s1, s2 = shear strengths of the fill and compressible soils respectively,1, 2= 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.

Uplift Capacity

Uplift CapacityPul = uplift capacity of pile,W p= weight of pile,fr = unit resisting forceAs = effective area of the embedded length of pile.cu = average undrained shear strength of clay along the pile shaft = adhesion factorca = average adhesion

Cohesive Soil Uplift Capacity of Pile GroupL = depth of the pile blockL & B = overall length and width of the pile groupcu = average undrained shear strength of soil around the sides of the groupW = 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

Uplift Capacity of Pile Group

Uplift of a group of closely-spaced piles in cohesionless soilsRecap Capacity of single pileCapacity of pile groupSettlement of pile groupNegative Skin FrictionUplift Capacity