Course
Year
: S0825/Foundation Engineering
: 2009
PILE FOUNDATION
Session 17 – 26
PILE FOUNDATIONS
SESSION 17 – 20
Topic:
• Types of pile foundation
• Point bearing capacity of single pile
• Friction bearing capacity of single pile
• Allowable bearing capacity of single pile
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INTRODUCTION
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TYPES OF PILE FOUNDATION
STEEL PILE
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TYPES OF PILE FOUNDATION
CONCRETE PILE
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TYPES OF PILE FOUNDATION
CONCRETE PILE
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TYPES OF PILE FOUNDATION
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TYPES OF PILE FOUNDATION
WOODEN PILE
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TYPES OF PILE FOUNDATION
COMPOSITE PILE
COMBINATION OF:
- STEEL AND CONCRETE
- WOODEN AND CONCRETE
- ETC
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PILE CATEGORIES
Classification of pile with respect to load transmission and functional behaviour:
1.
END BEARING PILES
These piles transfer their load on to a firm stratum located at a considerable depth
below the base of the structure and they derive most of their carrying capacity from the
penetration resistance of the soil at the toe of the pile
2.
FRICTION PILES
Carrying capacity is derived mainly from the adhesion or friction of the soil in contact
with the shaft of the pile
3.
COMPACTION PILES
These piles transmit most of their load to the soil through skin friction. This process of
driving such piles close to each other in groups greatly reduces the porosity and
compressibility of the soil within and around the groups.
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PILE CATEGORIES
END BEARING PILE
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PILE CATEGORIES
FRICTION PILE
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PILE CATEGORIES
Classification of pile with respect to effect on the soil
- Driven Pile
Driven piles are considered to be displacement piles. In the process of driving the pile into the
ground, soil is moved radially as the pile shaft enters the ground. There may also be a component
of movement of the soil in the vertical direction.
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PILE CATEGORIES
Classification of pile with respect to effect on the soil
- Bored Pile
Bored piles(Replacement piles) are generally considered to be non-displacement piles a void is
formed by boring or excavation before piles is produced.
There are three non-displacement methods: bored cast- in - place piles, particularly pre-formed piles
and grout or concrete intruded piles.
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PILE CATEGORIES
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DETERMINATION OF PILE LENGTH
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BEARING CAPACITY OF PILE
Two components of pile bearing capacity:
1. Point bearing capacity (QP)
2. Friction bearing capacity (QS)
QU  QP  QS
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BEARING CAPACITY OF PILE
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POINT BEARING CAPACITY
For Shallow Foundation
- TERZAGHI
SQUARE FOUNDATION
qu = 1,3.c.Nc + q.Nq + 0,4..B.N
CIRCULAR FOUNDATION
qu = 1,3.c.Nc + q.Nq + 0,3..B.N
- GENERAL EQUATION
qu  c.Nc.Fcs.Fcd.Fci  q.Nq.Fqs.Fqd.Fqi  0,5..B.N.Fs.Fd.Fi
Deep Foundation
qu = qP = c.Nc* + q.Nq* + .D.N*
Where D is pile diameter, the
3rd term of equation is
neglected due to its small
contribution
qu = qP = c.Nc* + q’.Nq* ; QP = Ap .qp = Ap (c.Nc* + q’.Nq*)
Nc* & Nq* : bearing capacity factor by Meyerhof, Vesic and Janbu
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Ap : section area of pile
POINT BEARING CAPACITY
MEYERHOF
PILE FOUNDATION AT UNIFORM SAND
LAYER (c = 0)
QP = Ap .qP = Ap.q’.Nq*  Ap.ql
ql = 50 . Nq* . tan  (kN/m2)
Base on the value of N-SPT :
qP = 40NL/D  400N
(kN/m2)
Where:
N = the average value of N-SPT
near the pile point (about 10D
above and 4D below the pile
point)
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POINT BEARING CAPACITY
MEYERHOF
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POINT BEARING CAPACITY
MEYERHOF
PILE FOUNDATION AT MULTIPLE SAND LAYER (c = 0)
QP = Ap .qP
qP  ql l 

q    q   L

l d
ll
10 D
b
 ql d 
Where:
ql(l) : point bearing at loose sand layer (use loose
sand parameter)
ql(d) : point bearing at dense sand layer (use dense
sand parameter)
Lb = depth of penetration pile on dense sand layer
ql(l) = ql(d) = 50 . Nq* . tan  (kN/m2)
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POINT BEARING CAPACITY
MEYERHOF
PILE FOUNDATION AT SATURATED
CLAY LAYER (c  0)
QP = Ap (c.Nc* + q’.Nq*)
For saturated clay ( = 0), from
the curve we get:
Nq* = 0.0
Nc* = 9.0
and
QP = 9 . cu . Ap
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POINT BEARING CAPACITY
VESIC
• BASE ON THEORY OF VOID/SPACE EXPANSION
• PARAMETER DESIGN IS EFFECTIVE CONDITION
QP = Ap .qP = Ap (c.Nc* + o’.N*)
Where:
o’ = effective stress of soil at pile point
 1  2Ko 
q'
3


o' 
Ko = soil lateral coefficient at rest = 1 – sin 
Nc*, N* = bearing capacity factors
Nc*   Nq * 1 cot 
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N * 
3 Nq *
1  2 K o 
POINT BEARING CAPACITY
VESIC
According to Vesic’s theory
N* = f (Irr)
where
Irr = Reduced rigidity index for the soil
I rr 
Ir
1 Ir
Ir = Rigidity index
Ir 
Es
Gs

21   s c  q ' tan   c  q ' tan 
Es = Modulus of elasticity of soil
s = Poisson’s ratio of soil
Gs = Shear modulus of soil
 = Average volumetric strain in the plastic zone below the pile point
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POINT BEARING CAPACITY
VESIC
For condition of no volume change (dense sand or saturated clay):
 = 0  Ir = Irr
For undrained conditon,  = 0
Nc* 
4
ln I rr  1    1
3
2
The value of Ir could be estimated from laboratory tests i.e.: consolidation
and triaxial
Initial estimation for several type of soil as follow:
Type of soil
Sand
70 – 150
Silt and clay (drained)
50 – 100
Clay (undrained)
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Ir
100 – 200
POINT BEARING CAPACITY
JANBU
QP = Ap (c.Nc* + q’.Nq*)

Nq*  tan   1  tan 
Nc*   Nq * 1 cot 
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2
 .e
2
2 ' tan 
POINT BEARING CAPACITY
BORED PILE
QP =  . Ap . Nc . Cp
Where:
 = correction factor
= 0.8 for D ≤ 1m
= 0.75 for D > 1m
Ap = section area of pile
cp = undrained cohesion at pile point
Nc = bearing capacity factor (Nc = 9)
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FRICTION RESISTANCE
Where:
Qs   p.L. f
p = pile perimeter
L = incremental pile length over which p and f are taken constant
f = unit friction resistance at any depth z
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FRICTION RESISTANCE
SAND
Qs   p.L. f
f  K . v '. tan 
Where:
K = effective earth coefficient
= Ko = 1 – sin  (bored pile)
= Ko to 1.4Ko (low displacement driven pile)
= Ko to 1.8Ko (high displacement driven pile)
v’ = effective vertical stress at the depth under consideration
 = soil-pile friction angle
= (0.5 – 0.8)
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FRICTION RESISTANCE
CLAY
Three of the presently accepted procedures are:
1.  method
This method was proposed by Vijayvergiya and
Focht (1972), based on the assumption that the
displacement of soil caused by pile driving results
in a passive lateral pressure at any depth.
2.  method (Tomlinson)
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3.  method
FRICTION RESISTANCE
CLAY -  METHOD
Qs   p.L. f av

f av    v '  2cu

Where:
v’= mean effective vertical stress
for the entire embedment length
cu = mean undrained shear strength ( = 0)
VALID ONLY FOR ONE
LAYER OF HOMOGEN
CLAY
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FRICTION RESISTANCE
CLAY -  METHOD
FOR LAYERED SOIL
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cu 
cu ,1.L1  cu , 2 .L2  ...
L
A1  A2  A3  ...
v' 
L
FRICTION RESISTANCE
CLAY -  METHOD
Qs   p.L. f
f   .cu
For cu  50 kN/m2
=1
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FRICTION RESISTANCE
CLAY -  METHOD
Qs   p.L. f
f   . v '
Where:
v’= vertical effective stress
 = K.tanR
R = drained friction angle of remolded clay
K = earth pressure coefficient at rest
= 1 – sin R (for normally consolidated clays)
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= (1 – sin R) . OCR (for overconsolidated clays)
FRICTION RESISTANCE
BORED PILE
Qs   0.45cu  p L 
Where:
cu = mean undrained shear strength
p = pile perimeter
L = incremental pile length over which p is taken constant
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ULTIMATE AND ALLOWABLE BEARING
CAPACITY
DRIVEN PILE
QU  QP  QS
Qall 
Qall 
QU
FS
FS= 2.5 - 4
Q
QP
 S
3
1 .5
BORED PILE
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QU
Qall 
2 .5
D < 2 m and with expanded at pile point
QU
Qall 
2
no expanded at pile point
EXAMPLE
A pile with 50 cm diameter is penetrated into clay soil as shown in the following figure:
NC clay
5m
GWL
5m
 = 18 kN/m3
cu = 30 kN/m2
R = 30o
OC clay (OCR = 2)
20 m
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 = 19.6 kN/m3
cu = 100 kN/m2
R = 30o
Determine:
1. End bearing of pile
2. Friction resistance by , , and  methods
3. Allowable bearing capacity of pile (use FS = 4)
PILE FOUNDATIONS
SESSION 21 – 22
Topic:
• Settlement of Piles
• Laterally Loaded Piles
• Pull Out Resistance of Piles
• Pile Driving Formula
• Negative Skin Friction
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SETTLEMENT OF PILES
S = S1 + S2 + S3
Where:
S = total pile settlement
S1 = elastic settlement of pile
S2 = settlement of pile caused by the load at the pile tip
S3 = settlement of pile caused by the load transmitted along
the pile shaft
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SETTLEMENT OF PILES
S1

Q

wp
  .Qws L
A p .E p
Where:
Qwp = load carried at the pile point under working load condition
Qws = load carried by frictional (skin) resistance under working load condition
Ap = area of pile cross section
Ep = modulus of elasticity of the pile material
L = length of pile
 = the magnitude which depend on the nature of unit friction (skin) resistance
distribution along the pile shaft.
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SETTLEMENT OF PILES
S2 
qwp .D
Es
1   .I
2
s
wp
Where:
qwp = point load per unit area at the pile point = Qwp/Ap
D = width or diameter of pile
Es = modulus of elasticity of soil at or below the pile point
s = poisson’s ratio of soil
Iwp = influence factor
= r
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SETTLEMENT OF PILES
 Qws  D
2

S3  
1   s .I ws
 pL  Es

Where:
Qws = friction resistance of pile
L = embedment length of pile
p = perimeter of the pile
Iws = influence factor
I ws
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L
 2  0.35
D

EXAMPLE
The allowable working load on a prestressed
concrete pile 21 m long that has been driven into
sand is 502 kN. The pile data are as follow:
- Diameter (D) = 356 mm
- The area of cross section (Ap) = 1045 cm2
- Perimeter (p) = 1.168 m
Skin resistance carries 350 kN of the allowable load,
and point bearing carries the rest. Use Ep = 21 x 106
kN/m2, Es = 25,000 kN/m2, s = 0.35 and  = 0.62)
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Determine the settlement of the pile.
EXAMPLE
S1

Q wp  .Q ws L 152  0.6235021


 0.00353m  3.35mm
S2 
0.104521x106 
A p .Ep
qwp.D
Es
 0.356 
2
1 2s .Iwp   0.152
1  0.35 0.85  0.0155m  15.5mm

1045  25,000 
Iws

L
21
 2  0.35
 2  0.35
 4.69
D
0.356



Q  D
 350  0.356 
2
4.69  0.00084m  0.84mm
S3   ws 
1  2s .Iws  
1

0
.
35



 1.16821 25,000 
 pL  Es
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S = S1 + S2 + S3 = 3.35 + 15.5 + 0.84 = 19.69 mm
LATERALLY LOADED PILE
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LATERALLY LOADED PILE
ELASTIC SOLUTION – EMBEDDED IN GRANULAR SOIL
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LATERALLY LOADED PILE
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LATERALLY LOADED PILE
For L/T  5
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LATERALLY LOADED PILE
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LATERALLY LOADED PILE
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LATERALLY LOADED PILE
ELASTIC SOLUTION – EMBEDDED IN COHESIVE SOIL
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LATERALLY LOADED PILE
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LATERALLY LOADED PILE
ULTIMATE LOAD ANALYSIS – MEYERHOF – PILES IN SAND
ULTIMATE LOAD RESISTANCE (Qu(g))
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LATERALLY LOADED PILE
MAXIMUM MOMENT, Mmax DUE TO THE LATERAL LOAD Qu(g)
For long (flexible) piles
in sand
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MAXIMUM MOMENT, Mmax DUE
TO THE LATERAL LOAD Qg
LATERALLY LOADED PILE
ULTIMATE LOAD ANALYSIS – MEYERHOF – PILES IN CLAY
ULTIMATE LOAD RESISTANCE (Qu(g))
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LATERALLY LOADED PILE
MAXIMUM MOMENT, Mmax DUE TO THE LATERAL LOAD Qu(g)
For long (flexible) piles
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MAXIMUM MOMENT, Mmax DUE TO
THE LATERAL LOAD Qg
PULL OUT RESISTANCE OF PILES
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PULL OUT RESISTANCE OF PILES
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PULL OUT RESISTANCE OF PILES
EXAMPLE:
A concrete pile 50 long is embedded in a saturated clay with cu = 850 lb/ft2. The
pile is 12 in. x 12 in. in cross section. Use FS = 4 and determine the allowable
pullout capacity of the pile
Solution
Given cu = 850 lb/ft2  40.73 kN/m2
’ = 0.9 – 0.00625cu = 0.9 – (0.00625)(40.73) = 0.645
(50)( 4 x1)(0.645)(850)
 109.7 kip
1000
T
109.7
 un 
 27.4 kip
FS
4
Tun  L.p.'.c u 
Tun(all )
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PULL OUT RESISTANCE OF PILES
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PULL OUT RESISTANCE OF PILES
For dry soils, the equation simplifies to
Tun 
1
. p. .L2cr .K u . tan   p. .Lcr .K u .L  Lcr . tan 
2
Determine the value of Ku and  from figure 9.36b and 9.36c.
Tun( all)
Tun

FS
Where Tun(all) = allowable uplift capacity and FS is Factor of Safety (a
value of 2 – 3 is recommended)
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PULL OUT RESISTANCE OF PILES
EXAMPLE:
a precast concrete pile with a cross section 350 mm x 350 mm is embedded in sand.
The length of pile is 15 m. Assume that sand = 15.8 kN/m3, sand = 35o, and the relative
density of sand = 70%. Estimate the allowable pullout capacity of the pile (FS = 4)
Solution
From figure 9.36, for  = 35o and relative density = 70%
L
   14.5 ; Lcr  (14.5)(0.35m)  5.08m
 D  cr

 1 ;   135  35o

Ku  2
1
Tun  . p. .L2cr .K u . tan   p. .Lcr .K u .L  Lcr . tan 
2
Tun  1961 kN
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Tun( all) 
Tun 1961

 490 kN
FS
4
PILE DRIVING FORMULA
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NEGATIVE SKIN FRICTION
Can occur under condition such as:
- If a fill of clay soil is placed over a granular soil layer into which a pile is
driven, the fill will gradually consolidate. This consolidation process will
exert a downward drag force on the pile during a period of consolidation
- If a fill of granular soil is placed over a layer of soft clay. It will induce the
process of consolidation in the clay layer and thus exert a downward
drag on the pile
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NEGATIVE SKIN FRICTION
CLAY FILL OVER GRANULAR SOIL
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NEGATIVE SKIN FRICTION
GRANULAR SOIL FILL OVER CLAY
THE UNIT NEGATIVE SKIN FRICTION
AT ANY DEPTH FROM z = 0 TO z = L1
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NEGATIVE SKIN FRICTION
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GROUP PILES
SESSION 23 – 24
Topic:
• Bearing Capacity of Group Piles
• Group Efficiency
• Piles in Rock
• Consolidation settlement of Group Piles
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GROUP PILES
Lg = (n1 – 1)d + 2(D/2)
Bg = (n2 – 1)d + 2(D/2)
Where:
D = pile diameter
d = spacing of pile (center to center)
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GROUP PILES
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GROUP EFFICIENCY

Qg ( u )
Q
u
Where:
 = group efficiency
Qg(u) = ultimate load bearing capacity of the group pile
Qu = ultimate load bearing capacity of each pile without the group effect
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GROUP PILES IN SAND
2n1  n2  2 d  4 D

p.n1.n2
Qg ( u )
 2n1  n2  2 d  4 D 

. Qu
p.n1.n2


If  < 1  Qg(u) = .Qu
If  1  Qg(u) = Qu
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GROUP PILES IN SAND
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GROUP PILES IN SAND
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GROUP PILES IN SAND
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GROUP PILES IN SAND
Summary:
1. For driven group piles in sand with d  3D, Qu(g) may
be taken to be Qu, which includes the frictional and
the point bearing capacities of individual piles.
2. For bored group piles in sand at conventional
spacings (d  3D), Qg(u) may be taken to be 2/3 to 3/4
times Qu (frictional and point bearing capacities of
individual piles)
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GROUP PILES IN SATURATED CLAY
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GROUP PILES IN SATURATED CLAY
Calculation steps:
1. Determine Qu = n1.n2 (Qp + Qs)
where:
QP = 9 . cu . Ap (ultimate end bearing capacity of single pile)
QS = (.p.cu.L) (skin resistance of single pile)
2. Determine the ultimate capacity by assuming that the piles in the
group act as a block with dimensional Lg x Bg x L as follow :
- end bearing capacity of the block
QP’ = Ap . qp = Ap . cu . Nc* with Ap = Lg . Bg
- Skin resistance of the block
QS’= (pg.cu.L) = 2.(Lg+Bg).cu.L
- Ultimate bearing capacity o pile group
Qu = QP’ + QS’
Qu = (Lg . Bg) . cu . Nc* + 2.(Lg+Bg).cu.L
3. Compare the values obtained in step 1 and 2  the lower of the two
values is Qg(u)
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GROUP PILES IN SATURATED CLAY
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GROUP PILES IN SATURATED
CLAY
Problem:
The section of a 3 x 4 group pile layered saturated clay. The piles are
square in cross section (14 in. x 14 in.). The center to center spacing, d,
of the piles is 35 in. Determine the allowable load bearing capacity of the
pile group. USE FS = 4
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GROUP PILES IN SATURATED CLAY
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PILES IN ROCK
For point bearing piles resting on rock, most building codes
specify that Qq(u) = Qu, provided that the minimum center
to center spacing of piles is D + 300 mm. For H-Piles and
piles with square cross sections, the magnitude of D is
equal to the diagonal dimension of the pile cross section.
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CONSOLIDATION SETTLEMENT OF
GROUP PILES
The Terzaghi formula is valid
with some rules:
1.The consolidation settlement
is occurred from the depth of
2/3 of pile length.
2.The stress increase caused
at the middle of each soil layer
by using 2:1 method
pi 
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B
Qg
g
 zi Lg  zi 
CONSOLIDATION SETTLEMENT OF
GROUP PILES
Problem:
sat = 18 kN/m3
Cc = 0,3
eo = 0,82
sat = 18,9 kN/m3
Cc = 0,2
eo = 0,7
sat = 19 kN/m3
Cc = 0,25
eo = 0,75
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A group pile with Lg = 3.3 m
and Bg = 2.2 m as shown in
the figure. Determine the
consolidation settlement of
the pile groups. All clays are
normally consolidated.
ELASTIC SETTLEMENT OF GROUP
PILES
•
VESIC
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ELASTIC SETTLEMENT OF GROUP
PILES
•
MEYERHOF (Pile groups in sand and gravel)
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ELASTIC SETTLEMENT OF GROUP
PILES
•
PILE GROUP SETTLEMENT RELATED TO THE CONE PENETRATION
RESISTANCE
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UPLIFT CAPACITY OF GROUP PILES
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UPLIFT CAPACITY OF GROUP PILES
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PILE INSTALLATION AND
LOADING TEST
SESSION 25 – 26
Topic:
• Installation Method of Driven Pile
• Installation Method of Bored Pile
• Loading Test by Static Method
• Loading Test by Dynamic Method
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INSTALLATION METHOD
Pile Installation Equipment
The primary tools used in the actual driving
(installing) of piles are :
•
•
•
•
Impact Hammers,
Vibrator Driver / Extractors
Special Hydraulic Presses
Supporting Equipment – power sources,
hoisting & material handling equipment, etc.
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PILE INSTALLATION EQUIPMENTS
Types of Impact Hammers
Impact Hammers are identified by their
method of operation or the motive force
employed. They are generally identified as :
• Drop Hammers
• Air or Steam Hammers
• Diesel Hammers
• Hydraulic Impact Hammers
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PILE INSTALLATION EQUIPMENTS
Drop Hammers
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PILE INSTALLATION EQUIPMENTS
Air (or Steam) Hammers
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PILE INSTALLATION EQUIPMENTS
Air (or Steam) Hammers
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PILE INSTALLATION EQUIPMENTS
Diesel Hammers
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PILE INSTALLATION EQUIPMENTS
Diesel Hammers
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PILE INSTALLATION EQUIPMENTS
Hydraulic Impact Hammers
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PILE INSTALLATION EQUIPMENTS
Hydraulic Impact Hammers
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PILE INSTALLATION EQUIPMENTS
Vibro Driver/Extractors
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PILE INSTALLATION EQUIPMENTS
Vibro Driver/Extractors
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PILE INSTALLATION EQUIPMENTS
Hydraulic Press Installer
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PILE INSTALLATION EQUIPMENTS
Hydraulic Press Installer
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PILE INSTALLATION EQUIPMENTS
Land Based Rigs
Cantilever Fixed Lead
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(With Fixed Bottom Brace)
(With Spotter)
PILE INSTALLATION EQUIPMENTS
Land Based Rigs
Under slung Swinging Lead
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(With Fixed Bottom Brace)
(With stabbing points)
PILE INSTALLATION EQUIPMENTS
Land Based Rigs
European Style, Fixed Lead with Fixed Bottom Brace
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(Driving Aft Batter with Hydraulic Hammer)
PILE INSTALLATION EQUIPMENTS
Land Based Rigs
European Style, Fixed Lead on Crawler Lower
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DRIVEN PILE INSTALLATION
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BORED PILE INSTALLATION
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PILE QUALITY
Two aspects of final quality of pile:
– Structural integrity of pile.
– Pile ability to support external load, consist of strength
of structure element and relationship load-settlement
between pile and soil support
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STATIC LOADING TEST
TEST METHODS
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–
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Use Static Load
The load is 200% of working load
Preparation before testing
Loading
Measurement of pile movement
Instrumentation
STATIC LOADING TEST
•
Loading Methods
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Standard Method of Loading-SML, Monotonic
Standard Method of Loading-SML, cyclic
Quick Load Test (Quick ML)
Constant Rate of Penetration Method (CRP)
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Sumber : Manual Pondasi Tiang, GEC
Typical
arrangements for
axial compressive
load test
Anchor Pile
Dead Load
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STATIC LOADING TEST
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STATIC LOADING TEST
Test load arrangement using
kentledge
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DYNAMIC LOADING TEST
• PDA (Pile Driving Analyzer)
• DLT (Dynamic Load Test), TNO
• Theory of wave propagation
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Sumber : Manual Pondasi Tiang, GEC
PDA computer
Strain gauge and accelerometer
Interpretation
of PDA result
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PULL OUT TESTS
Pullout load by using
hydraulic jack between
beam and reaction frame
(ASTM D 3689-83, 1989)
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Sumber : Manual Pondasi Tiang, GEC
PULL OUT TESTS
Pullout load by using
hydraulic jack, one at
each end of the beam
(ASTM D 3689-83, 1989)
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LATERAL LOADING TEST
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Sumber : Manual Pondasi Tiang, GEC
LATERAL LOADING TEST
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PILE INTEGRITY TEST
• This test is needed to check the integrity of bored pile
or driven pile.
• Some methods generally adopted is by using the
principle of wave propagation. The test is carried out
by applying vibration and evaluating its reflection.
• Through this test, the defect on pile will be able to
detect.
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Sumber : Manual Pondasi Tiang, GEC