1 1
Common “Mistakes” in Designing of
Common “Mistakes” in Designing of
Piles Subjected to Negative Skin Friction
Piles Subjected to Negative Skin Friction
Wong Kai Sin
Wong Kai Sin
WKS Geotechnical Consultants WKS Geotechnical Consultants wks@wks.sg wks@wks.sg
25 January 2011
25 January 2011
2255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 11
Common “
Common “
Mistakes
Mistakes
” in Designing of Piles Subjected
” in Designing of Piles Subjected
to Negative Skin Friction
to Negative Skin Friction
Mistakes
Mistakes
Misconceptions
Misconceptions
Misunderstandings
Misunderstandings
Misinterpretation of CP4:2003
Misinterpretation of CP4:2003
Controversial issues
Controversial issues
Clarifications
Clarifications
Proposals
Proposals
2
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Known Facts about Negative Skin Friction
Known Facts about Negative Skin Friction
1.
1. Q Q NSFNSFdevelops when the soildevelops when the soil settles more than the pile. settles more than the pile. 2.
2. Q Q PSFPSFdevelops when the piledevelops when the pile settles more than the soil. settles more than the soil. 3.
3. There There exisexists a nts a neutral eutral pointpoint which divides Q
which divides Q NSFNSFand Q and Q PSFPSF.. 4.
4. It onlIt only taky takes a fes a few mm ofew mm of relative movement to fully relative movement to fully mob
mobiliilisese Q Q NSFNSFand Q and Q PSFPSF.. soil
soil pile
pile
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 33
Negative Skin Friction
Negative Skin Friction
Shear stress on pile due to
Shear stress on pile due to
downward soil movement
downward soil movement
relative to pile
relative to pile
Issue
Issue
#
#
1
1
--
--
Dra
Drag Loa
g Load vs
d vs
Downdr
Downdr
ag
ag
Drag Load
Drag Load
Force on pile caused by NSF
Force on pile caused by NSF
Downdrag
Downdrag
Settlement of pile due to drag
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The soft clay layer is
The soft clay layer is
over-consolidated
over-consolidated
or
or
fully consolidated under the existing fill.
fully consolidated under the existing fill.
Therefore,
Therefore,
NSF is not
NSF is not
an issue.
an issue.
1.
1. Wi
Will
ll the
there
re be
be se
sett
ttle
leme
ment
nt
under future loading?
under future loading?
2.
2. Do
Do you
you have
have control
control over
over
future developments?
future developments?
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 55
Issue #2
Issue #2
Q
Q
Q
Q
ultultQ
Q
NSFNSFQ
Q
PSFPSF?
?
What happen when Q + Q
What happen when Q + Q
nsf nsf>
>
Q
Q
pp+ Q
+ Q
psf psf?
?
Issue #3
Issue #3
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What will happen when
What will happen when
(
(
Q
Q
CC+
+
>
>
Q
Q
P +P +Q
Q
PSFPSF)
)
?
?
1.
1. No p
No plu
lung
ngin
ing f
g fai
ailu
lure u
re unt
ntil (
il (Q
Q
CC+
+
2.
2. NS
NSF is a s
F is a set
ettl
tlem
emen
ent pr
t probl
oblem
em..
3.
3. Ult
Ultima
imate g
te geot
eotech
echnic
nical c
al capa
apacit
city = (Q
y = (Q
PP+Q
+Q
SS).
).
Q Q NSFNSF Q Q CC Q Q PP Q Q PSFPSF 0 0 5 5 10 10 15 15 20 20 25 25 30 30 35 35 40 40 45 45 50 50 0 0 2200000 0 4400000 0 6600000 0 8800000 0 1100000000 Applied Load Qc (kN) Applied Load Qc (kN) D D e e p p t t h h ( ( ) m m ) Q Q Q Q CC Q Q SS Q Q PP Q Q ULTULT= Q = Q PP+Q +Q SS 2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 77
Neutral Point Location
Neutral Point Location
CP4:2003
CP4:2003
Friction
Friction Pile: Pile: LLnn= 0.6L= 0.6Lss
End
End Bearing Bearing Pile: Pile: LLnn= 1.0L= 1.0Lss
LLnn LLss LL OA(A) OA(A) Soft Soft Clay Clay L
Lss== thickness of consolidating soilthickness of consolidating soil
L
Lnn==Distance from cut-off level to n.p.Distance from cut-off level to n.p.
Soft
Soft
T
T
oe
oe
Q
Q
pp=
=
0
0
Friction
Friction
Pile
Pile
Therefore L
Therefore L
nn= 0.6L
= 0.6L
ssIssue #4
Issue #4
Q
Q
NSFNSFQ
Q
NSFNSF) = (Q
) = (Q
PP+Q
+Q
SS).
).
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Neutral Point Location
Neutral Point Location
CP4:2003
CP4:2003
Friction
Friction Pile: Pile: LLnn= 0.6L= 0.6Lss
End
End Bearing Bearing Pile: Pile: LLnn= 1.0L= 1.0Lss
LLnn LLss LL Sand Sand Soft Soft Clay Clay L
Lss == thickness of consolidating soilthickness of consolidating soil
L
Lnn==Distance from cut-off level to n.p.Distance from cut-off level to n.p.
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 99
Neutral point of pile end
Neutral point of pile end
bearing in clay
bearing in clay
LL == LLnn== LLnn= 0.7 to 0.9 L= 0.7 to 0.9 Lss LLnn= 0.9 to 1.0 L= 0.9 to 1.0 Lss LLnn= 0.6 L= 0.6 L LLnn LLss LL Stiff to Hard Stiff to Hard Clay Clay Soft Soft Clay ClayTrusted by over 1 million members
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Neutral point of driven pile
Neutral point of driven pile
end bearing in sand & rock
end bearing in sand & rock LLss LLss LLss LLnn== LLss LLnn= 0.95 L= 0.95 Lss LLnn= 1.0 L= 1.0 Lss LLnn LLnn LLss LL Sand Sand Soft Soft Clay Clay 25 January 2011
25 January 2011 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 1111
NSF should be computed using effective stress method only.
NSF should be computed using effective stress method only.
-method
-method
f
f
ss=
=
Q Q CC Soft Clay Soft Clay ccuu≈ 20 kPa≈ 20 kPa Sand Fill Sand Fill OA OA N ≈ 80 N ≈ 80
-- me
meth
thod
od
f
f
ss=
=
cc
uuT
T
otal stress method can
otal stress method can
also
also
be used for clayey soils.
be used for clayey soils.
Issue #5
Issue #5
s
s
′ ′ vvTrusted by over 1 million members
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Determination of Negativ
Determination of Negativ
e Skin Fr
e Skin Fr
iction in Clay
iction in Clay
CP4 : 2003
CP4 : 2003 (Singapore)
(Singapore)
Use eitherUse either
oror
methodmethod
-- me
meth
thod
od
f
f
ss=
=
cc
uu
-method
-method
f
f
ss=
=
LLT
TA
A
Use effective stress method Use effective stress method
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 1133
Determination of NSF in Clay using Total Stress Method
Determination of NSF in Clay using Total Stress Method
Clay
Clay
(Fleming et al., 1987)(Fleming et al., 1987)f
f =
=
cc
uf uf s
s
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NSF can be computed using c
NSF can be computed using c
uuvalues from SI report.
values from SI report.
Q Q CC Q Q PP Soft Clay Soft Clay ccuu≈ 20 kPa≈ 20 kPa Sand Fill Sand Fill OA OA N ≈ 80 N ≈ 80
-- me
meth
thod
od
f
f
ss=
=
cc
uu1
1
.
.
U
U
s
s
e
e
f
f
i
i
n
n
a
a
l
l
c
c
uu.
.
2.
2.
Ma
Ma
y no
y no
t be
t be
app
app
ro
ro
pria
pria
te
te
to
to
use
use
current c
current c
uu. It depends on the
. It depends on the
state of consolidation and the
state of consolidation and the
long term effective stress.
long term effective stress.
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 1155
Issue #6
Issue #6
Determination of NSF in Clay using Effective Stress Method
Determination of NSF in Clay using Effective Stress Method
Clay
Clay
(Wong and Teh, 1995)(Wong and Teh, 1995)f
f
ss=
=
where
where
= (c
= (c
uu//
′ ′))
NCNCOCR
OCR
f f0.5 0.5
(c
(c
uu//
~ 0.22 for many clays
~ 0.22 for many
clays
vf vf ′ ′ v v v v′ ′))
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How to determine NSF in Sand?
How to determine NSF in Sand?
-method
-method
f
f
ss=
=
= K
= K
sstan
tan
= 0.35?
= 0.35?
2.
2.
f
f
ss= N?
= N?
3.
3.
f
f
ss= 2N to 5 N?
= 2N to 5 N?
4.
4.
f
f
ss= q
= q
cc/ 200?
/ 200?
5.
5.
f
f
ss= q
= q
cc/ 400?
/ 400?
Use one of following:
Use one of following:
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 1177
Issue #7
Issue #7
Determination of Negativ
Determination of Negativ
e Skin Fr
e Skin Fr
iction in Sand
iction in Sand
= 0.35?
= 0.35?
1.
1. MaMay be ay be apprppropropriatiatee for sand above water for sand above water where OCR>>1. where OCR>>1. 2. 2. MaMay by be toe tooo
s
s
′ ′ vv1.
1.
1.
1.
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Determination of Negativ
Determination of Negativ
e Skin Friction
e Skin Friction
in Sand
in Sand
-method
-method
f
f
ss=
=
=
= K
K
sstan
tan
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 1199
For piles subjected to NSF we only need
For piles subjected to NSF we only need
to
to
check the
check the
following according to CP4:2003.
following according to CP4:2003.
Structural
Structural
Q
Q
CC+
+
≤ ≤ Q Q ALL,STALL,ST= f
= f
cucuA
A
cc/ F
/ F
SSQ
Q
CCIssue #8
Issue #8
s
s
′ ′ vvQ
Q
NSFNSFTrusted by over 1 million members
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Is it necessary to consider self-weight of pile?
Is it necessary to consider self-weight of pile?
Q Q CC Q Q PP Q Q PSFPSF Q Q CC Q Q CC+W+WPP′ ′ Q Q CC+ W+ W′ ′ pilepile+ Q + Q NSFNSF Q Q PP Q Q CC
For 300x300 RC pile with L
For 300x300 RC pile with L
nn=20m, W
=20m, W
′ ′ pilepile≈ 2.5 t.≈ 2.5 t.For 1.2m diameter bored pile with L
For 1.2m diameter bored pile with L
nn=30m, W
=30m, W
′ ′ pilepile≈ 50 t.≈ 50 t.2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 2211
Issue #9
Issue #9
Q Q PSFPSF Q Q CC Q Q NSFNSF Q Q CC Q Q + W+ W′ ′ + Q + Q Q Q CCIssue #9
Issue #9
Q Q NSFNSF Q Q NSFNSFTrusted by over 1 million members
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Start Free Trial Cancel Anytime. Q Q CC Q Q NSFNSF Q Q PP Q Q PSFPSF Q Q CC Q Q CC+W+WPP′ ′ Q Q CC+ W+ W′ ′ pilepile+ Q + Q NSFNSF Q Q PP Q Q CC
Practically, it may not be necessary to include W
Practically, it may not be necessary to include W
′ ′ pilepile. It
. It
depends on how we compute Q
depends on how we compute Q
NSFNSF. A conservative Q
. A conservative Q
NSFNSFcan
can easily
easily covered
covered W
W
′ ′ pilepile..
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 2233
Issue #9
Issue #9
Q Q NSFNSF
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Evaluation of Soil Parameters for Negative Skin Friction
Evaluation of Soil Parameters for Negative Skin Friction
(Wong and T
(Wong and Teh, 1995eh, 1995))
Melborne
Melborne
(Walker & Darvall, 1969)
(Walker & Darvall, 1969) JapanJapan (Nishi & Esashi, 1982)(Nishi & Esashi, 1982) End bearing pile
End bearing pile Floating friction pileFloating friction pile
2
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The above comparisons show
The above comparisons show
that the current method of NSF
that the current method of NSF
computation has implicitly
computation has implicitly
included the self-weight of pile.
included the self-weight of pile.
T
Tokyo B
okyo Bay
ay, J
, Japan
apan
(Fuk(Fukuyauya et al., et al., 1982)1982)
No need to include W
No need to include W
′ ′ pilepile!
!
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 2277
Issue #9
Issue #9
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Geotechnical
Geotechnical
Q
Q
CC+
+
≤ ≤ ((Q
Q
PP+
+
Q
Q
PSFPSF) / F
) / F
sswhere F
where F
ss= 2.0 or 2.5
= 2.0 or 2.5
Q
Q
CC What is “ What is “When to use
When to use
When to use F
When to use F
ss= 2.0 or 2.5?
= 2.0 or 2.5?
Can we use F
Can we use F
ss= 1.5 if Q
= 1.5 if Q
pp=0?
=0?
Difficulties with
Difficulties with
and Fs
and Fs
2
255JJaannuuaarryy22001111 NSF Talk by Wong Kai SinNSF Talk by Wong Kai Sin 2299
Issue #11
Issue #11
Q
Q
NSFNSF= 0.67 or 1
= 0.67 or 1
” ? ” ?= 0.67 or 1?
= 0.67 or 1?
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Effec
Effec
t of
t of
Bearing Stratum Stiffness on
Bearing Stratum Stiffness on
Neutral Point
Neutral Point
2
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Nishi
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Start Free Trial Cancel Anytime. Q Q CC h hQ Q NSFNSF Q Q PP Q Q PSFPSF
Degree of Mobilization “
Degree of Mobilization “
The negative unit friction along the pile section above the The negative unit friction along the pile section above the neutral plane may vary between the fully mobilization value neutral plane may vary between the fully mobilization value on the top and a small value
on the top and a small value close to the neutral plane.close to the neutral plane.
Difficult to justify
Difficult to justify
h
h
= 0.67 !
= 0.67 !
h
h
=
=
=
=
0
0
.
.
6
6
7
7
h hQ Q NSFNSF Q Q PSFPSF””
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Degree of Mobilization
Degree of Mobilization
““
Does that mean we
Does that mean we
should not use
should not use
Q Q CC h hQ Q NSFNSF Q Q PP Q Q PSFPSF
””
=0.67 ?
=0.67 ?
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Eff
Effect of Bear
ect of Bearing Stratum Stiffness
ing Stratum Stiffness
(Jeong
(Jeong & Bria& Briaud, 199ud, 1994)4)
= 0.6
= 0.6
= 0.6
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Degree of Mobilization “
Degree of Mobilization “
For piles in group with
For piles in group with
small spacing:
small spacing:
Use
Use
= 0.67
= 0.67
Group Efficiency Factor
Group Efficiency Factor
Q Q CC h hQ Q NSFNSF Q Q PP Q Q PSFPSF
””
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No NSF
No NSF
Q
Q
ALLALL=
=
(Q
(Q
P +P +Q
Q
PSFPSF) / 2.5
) / 2.5
or
or
Q
Q
ALLALL=
=
Q
Q
PP/
/
3
3
+
+
Q
Q
SS/ 1.5
/ 1.5
Geotechnical Capacity of Piles subjected to
Geotechnical Capacity of Piles subjected to NSF
NSF
Q
Q
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Pile Settlement due to NSF
Pile Settlement due to NSF
Q Q CC h hQ Q NSFNSF h hQ Q Q Q CC Q Q Q Q CC Q Q SS Q Q CC
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What factor of safety should we use ?
What factor of safety should we use ?
Q
Q CC++ ≤≤(Q (Q P +P +Q Q PSFPSF) / F) / Fss
1m
1m bored bored pilepile Grade 40 concrete Grade 40 concrete FFSS= 2.5= 2.5 Q Q CC 0 0 50 50 100 100 0 0 22000000 44000000 66000000 88000000 1100000000 1122000000
Applied Load on Pile Qc (kN) Applied Load on Pile Qc (kN)
No No downdrag downdrag Q Q NSFNSF
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What factor of safety should we use ?
What factor of safety should we use ?
Q Q CC+ h+hQ Q NSFNSF≤≤(Q (Q P +P +Q Q PSFPSF) / F) / Fss Q Q CC 400x400 RC Pile 400x400 RC Pile Grade 50 concrete Grade 50 concrete 0m 0m Sand f Sand f ss=15 kPa=15 kPa 4m 4m Ground water Ground water lowered by 2m. lowered by 2m. FFSS= 1.5= 1.5 0 0 50 50 0 0 550000 11000000 11550000 22000000 22550000 33000000 33550000 44000000 Applied Load on Pile Qc (kN)Applied Load on Pile Qc (kN)
No No downdrag downdrag
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For Serviceability (SLS)
For Serviceability (SLS) Considerat
Consideration:
ion:
Single Pile or Pile Group with Large Spacing
Single Pile or Pile Group with Large Spacing
= 1.0
= 1.0
Fs = 1.5
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