PILE FOUNDATIONSession 17 – 26
Course : S0825/Foundation EngineeringYear : 2009
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PILE FOUNDATIONS
Topic:• Types of pile foundation• Point bearing capacity of single pile• Friction bearing capacity of single pile• Allowable bearing capacity of single pile
SESSION 17 – 20
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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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END BEARING PILE
PILE CATEGORIES
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PILE CATEGORIES
FRICTION PILE
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PILE CATEGORIESClassification 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 PileBored 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)
SPU QQQ
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BEARING CAPACITY OF PILE
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POINT BEARING CAPACITY
SQUARE FOUNDATIONqu = 1,3.c.Nc + q.Nq + 0,4..B.N
CIRCULAR FOUNDATIONqu = 1,3.c.Nc + q.Nq + 0,3..B.N
For Shallow Foundation- TERZAGHI
- GENERAL EQUATIONidsqiqdqscicdcsu F.F.F.N.B..5,0F.F.F.Nq.qF.F.F.Nc.cq
Deep Foundationqu = 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
Ap : section area of pile
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POINT BEARING CAPACITYMEYERHOF
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 CAPACITYMEYERHOF
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PILE FOUNDATION AT MULTIPLE SAND LAYER (c = 0)
QP = Ap .qP
dlblldl
llP qD
Lqqqq
10Where:
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)
POINT BEARING CAPACITYMEYERHOF
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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
POINT BEARING CAPACITYMEYERHOF
PILE FOUNDATION AT SATURATED CLAY LAYER (c 0)
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'3
21' q
Koo
• 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
Ko = soil lateral coefficient at rest = 1 – sin Nc*, N* = bearing capacity factors
oKNq
N
NqNc
21
*3*
cot1**
POINT BEARING CAPACITYVESIC
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POINT BEARING CAPACITYVESIC
r
rrr I
II
1
According to Vesic’s theory
N* = f (Irr)
where
Irr = Reduced rigidity index for the soil
Ir = Rigidity index
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
tan'tan'12 qc
G
qc
EI s
s
sr
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POINT BEARING CAPACITYVESIC
12
1ln3
4*
rrINc
For condition of no volume change (dense sand or saturated clay):
= 0 Ir = Irr
For undrained conditon, = 0
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 Ir
Sand 70 – 150
Silt and clay (drained) 50 – 100
Clay (undrained) 100 – 200
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POINT BEARING CAPACITYJANBU
QP = Ap (c.Nc* + q’.Nq*)
cot1**
.tan1tan* tan'22
2
NqNc
eNq
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POINT BEARING CAPACITYBORED PILE
QP = . Ap . Nc . Cp
Where: = correction factor = 0.8 for D ≤ 1m = 0.75 for D > 1mAp = section area of pilecp = undrained cohesion at pile pointNc = bearing capacity factor (Nc = 9)
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FRICTION RESISTANCE
fLpQs ..Where:
p = pile perimeterL = incremental pile length over which p and f are taken constantf = unit friction resistance at any depth z
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FRICTION RESISTANCESAND
fLpQs ..
tan'.. vKf
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 RESISTANCECLAY
Three of the presently accepted procedures are:
1. methodThis 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)
3. method
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FRICTION RESISTANCECLAY - METHOD
avs fLpQ ..
uvav cf 2' Where:v’= mean effective vertical stress for the entire embedment lengthcu = mean undrained shear strength ( = 0)
VALID ONLY FOR ONE LAYER OF HOMOGEN CLAY
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FRICTION RESISTANCECLAY - METHOD
L
LcLcc uuu
..... 22,11,
FOR LAYERED SOIL
L
AAAv
...' 321
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FRICTION RESISTANCECLAY - METHOD
fLpQs ..
ucf .
For cu 50 kN/m2 = 1
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FRICTION RESISTANCECLAY - METHOD
fLpQs ..
'. vf Where:
v’= vertical effective stress
= K.tanR
R = drained friction angle of remolded clay
K = earth pressure coefficient at rest
= 1 – sin R (for normally consolidated clays)
= (1 – sin R) . OCR (for overconsolidated clays)
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FRICTION RESISTANCEBORED PILE
LpcQ us 45.0
Where:
cu = mean undrained shear strengthp = pile perimeterL = incremental pile length over which p is taken constant
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ULTIMATE AND ALLOWABLE BEARING CAPACITY
SPU QQQ
FS
QQ Uall
5.13SP
all
QQQ
FS= 2.5 - 4
DRIVEN PILE
BORED PILE
2U
all
5.2U
all
QQ D < 2 m and with expanded at pile point
no expanded at pile point
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EXAMPLEA pile with 50 cm diameter is penetrated into clay soil as shown in the following figure:
GWL5 m
5 m
20 m
NC clay = 18 kN/m3
cu = 30 kN/m2
R = 30o
OC clay (OCR = 2) = 19.6 kN/m3
cu = 100 kN/m2
R = 30o
Determine:1. End bearing of pile2. Friction resistance by , , and methods3. Allowable bearing capacity of pile (use FS = 4)
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PILE FOUNDATIONS
Topic:• Settlement of Piles• Laterally Loaded Piles• Pull Out Resistance of Piles• Pile Driving Formula• Negative Skin Friction
SESSION 21 – 22
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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
pp
wswp
EA
LQQS
.
.1
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
wpss
wp IE
DqS .1
. 22
Where:qwp = point load per unit area at the pile point = Qwp/Ap
D = width or diameter of pileEs = modulus of elasticity of soil at or below the pile points = poisson’s ratio of soilIwp = influence factor = r
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SETTLEMENT OF PILES
wsss
ws IE
D
pL
QS .1 23
Where:
Qws = friction resistance of pile
L = embedment length of pile
p = perimeter of the pile
Iws = influence factor
D
LIws 35.02
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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)
Determine the settlement of the pile.
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EXAMPLE
mm35.3m00353.0
10x211045.0
2135062.0152
E.A
LQ.QS
6pp
wswp1
mm5.15m0155.085.035.01000,25
356.0
1045.0
152I.1
E
D.qS 2
wp2s
s
wp2
mm84.0m00084.069.435.01000,25
356.0
21168.1
350I.1
E
D
pL
QS 2
ws2s
s
ws3
69.4356.0
2135.02
D
L35.02Iws
S = S1 + S2 + S3 = 3.35 + 15.5 + 0.84 = 19.69 mm
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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 PILEFor 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 PILEMAXIMUM MOMENT, Mmax DUE TO THE LATERAL LOAD Qu(g)
MAXIMUM MOMENT, Mmax DUE TO THE LATERAL LOAD Qg
For long (flexible) piles in sand
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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)
MAXIMUM MOMENT, Mmax DUE TO THE LATERAL LOAD Qg
For long (flexible) piles
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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 pileSolution
Given cu = 850 lb/ft2 40.73 kN/m2
’ = 0.9 – 0.00625cu = 0.9 – (0.00625)(40.73) = 0.645
kip4.274
7.109
FS
TT
kip7.1091000
)850)(645.0)(1x4)(50(c'..p.LT
un)all(un
uun
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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
Determine the value of Ku and from figure 9.36b and 9.36c.
tan.....tan.....2
1 2crucrucrun LLKLpKLpT
FS
TT un
allun )(
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%
kNFS
TT
kNT
LLKLpKLpT
K
mmLD
L
unallun
un
crucrucrun
u
o
crcr
4904
1961
1961
tan.....tan.....2
1
2
35351;1
08.5)35.0)(5.14(;5.14
)(
2
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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 FRICTIONGRANULAR 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
Topic:• Bearing Capacity of Group Piles• Group Efficiency• Piles in Rock• Consolidation settlement of Group Piles
SESSION 23 – 24
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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
u
ug
Q
Q )(
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
uug Qnnp
DdnnQ
nnp
Ddnn
...
422
..
422
21
21)(
21
21
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 CLAYCalculation 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 blockQS’= (pg.cu.L) = 2.(Lg+Bg).cu.L
- Ultimate bearing capacity o pile groupQu = 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
igig
gi zLzB
Qp
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sat = 18,9 kN/m3
Cc = 0,2
eo = 0,7sat = 19 kN/m3
Cc = 0,25
eo = 0,75
Problem:
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.
CONSOLIDATION SETTLEMENT OF GROUP PILES
sat = 18 kN/m3
Cc = 0,3
eo = 0,82
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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
Topic:• Installation Method of Driven Pile• Installation Method of Bored Pile• Loading Test by Static Method• Loading Test by Dynamic Method
SESSION 25 – 26
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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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Air (or Steam) Hammers
PILE INSTALLATION EQUIPMENTS
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Air (or Steam) Hammers
PILE INSTALLATION EQUIPMENTS
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Diesel Hammers
PILE INSTALLATION EQUIPMENTS
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Diesel Hammers
PILE INSTALLATION EQUIPMENTS
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Hydraulic Impact Hammers
PILE INSTALLATION EQUIPMENTS
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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 RigsCantilever Fixed Lead
(With Fixed Bottom Brace) (With Spotter)
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PILE INSTALLATION EQUIPMENTS
Land Based Rigs
Under slung Swinging Lead
(With Fixed Bottom Brace) (With stabbing points)
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PILE INSTALLATION EQUIPMENTS
Land Based RigsEuropean Style, Fixed Lead with Fixed Bottom Brace
(Driving Aft Batter with Hydraulic Hammer)
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PILE INSTALLATION EQUIPMENTS
Land Based RigsEuropean 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– Use Static Load– The load is 200% of working load– Preparation before testing– Loading– Measurement of pile movement– Instrumentation
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STATIC LOADING TEST
• Loading Methods– Standard Method of Loading‑SML, Monotonic– Standard Method of Loading‑SML, cyclic– Quick Load Test (Quick ML)– Constant Rate of Penetration Method (CRP)
Sumber : Manual Pondasi Tiang, GEC
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Anchor Pile
Typical arrangements for axial compressive
load test
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
Sumber : Manual Pondasi Tiang, GEC
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Strain gauge and accelerometerPDA computer
Interpretation of PDA
result
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PULL OUT TESTS
Sumber : Manual Pondasi Tiang, GEC
Pullout load by using hydraulic jack between beam and reaction frame (ASTM D 3689-83, 1989)
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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
Sumber : Manual Pondasi Tiang, GEC
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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.
Sumber : Manual Pondasi Tiang, GEC