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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

2

255JJaannuuaarryy22001111 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

(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

(4)

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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

ultult

NSFNSF

PSFPSF

?

?

What happen when Q + Q 

What happen when Q + Q 

nsf nsf 

>

>

pp

+ Q 

+ Q 

psf psf 

?

?

Issue #3

Issue #3

(6)

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What will happen when

What will happen when

(

(

CC

+

+

>

>

P +P +

PSFPSF

)

)

?

?

1.

1. No p

No plu

lung

ngin

ing f

g fai

ailu

lure u

re unt

ntil (

il (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

pp

=

=

0

0

Friction

Friction

Pile

Pile

Therefore L

Therefore L

nn

= 0.6L

= 0.6L

ss

Issue #4

Issue #4

NSFNSF

NSFNSF

) = (Q 

) = (Q 

PP

+Q 

+Q 

SS

).

).

(8)

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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 Clay

(10)

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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

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

ss

=

=

cc

uu

T

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

′ ′ vv

(12)

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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 either

Use either

oror

methodmethod

-- me

meth

thod

od

ss

=

=

cc

uu

-method

-method

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  =

=

cc

uf uf 

 s

 s

′ ′ vv

(14)

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NSF can be computed using c

NSF can be computed using c

uu

values 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

ss

=

=

cc

uu

1

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)

ss

=

=

where

where

= (c

= (c

uu

//

′ ′ 

))

NCNC

OCR

OCR

0.5 0.5

(c

(c

uu

//

~ 0.22 for many clays

~ 0.22 for many

clays

vf  vf ′ ′  v v v v′ ′ 

))

NCNC

(16)

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How to determine NSF in Sand?

How to determine NSF in Sand?

-method

-method

ss

=

=

= K

= K

ss

tan

tan

= 0.35?

= 0.35?

2.

2.

ss

= N?

= N?

3.

3.

ss

= 2N to 5 N?

= 2N to 5 N?

4.

4.

ss

= q

= q

cc

/ 200?

/ 200?

5.

5.

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

′ ′ vv

1.

1.

1.

1.

(18)

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Determination of Negativ

Determination of Negativ

e Skin Friction

e Skin Friction

in Sand

in Sand

-method

-method

ss

=

=

=

= K

K

ss

tan

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

CC

+

+

≤ ≤ Q Q ALL,STALL,ST

= f 

= f 

cucu

A

A

cc

/ F

/ F

SS

CC

Issue #8

Issue #8

 s

 s

′ ′ vv

NSFNSF

(20)

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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 CC

Issue #9

Issue #9

Q  Q NSFNSF Q  Q NSFNSF

(22)

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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 

NSFNSF

can

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

(24)

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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

(26)

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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

CC

+

+

≤ ≤ ((

PP

+

+

PSFPSF

) / F

) / F

ss

where F

where F

ss

= 2.0 or 2.5

= 2.0 or 2.5

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

NSFNSF

= 0.67 or 1

= 0.67 or 1

” ? ” ?

= 0.67 or 1?

= 0.67 or 1?

(30)

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Effec

Effec

t of

t of

Bearing Stratum Stiffness on

Bearing Stratum Stiffness on

Neutral Point

Neutral Point

2

(32)

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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

””

(36)

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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 ?

(38)

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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

(40)

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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

””

(42)

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No NSF

No NSF

ALLALL

=

=

(Q 

(Q 

P +P +

PSFPSF

) / 2.5

) / 2.5

or

or

ALLALL

=

=

PP

/

/

3

3

+

+

Q  

Q  

SS

/ 1.5

/ 1.5

Geotechnical Capacity of Piles subjected to

Geotechnical Capacity of Piles subjected to NSF

NSF

CC

(44)

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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

(46)

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What factor of safety should we use ?

What factor of safety should we use ?

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

(48)

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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 +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

(50)

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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

(52)

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References

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