Common “Mistakes” in Designing of Piles Subjected to Negative Skin Friction Wong Kai Sin WKS Geotechnical Consultants
[email protected]
25 January 2011 25 January 2011
NSF Talk by Wong Kai Sin
1
Common “Mistakes” in Designing of Piles Subjected to Negative Skin Friction Mistakes Misconceptions Misunderstandings Misinterpretation of CP4:2003 Controversial issues Clarifications Proposals 25 January 2011
NSF Talk by Wong Kai Sin
2
1
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Known Facts about Negative Skin Friction
1. Q NSF develops when the soil settles more than the pile. pile
soil
2. Q PSF develops when the pile settles more than the soil. 3. There exists exists a neutral neutral point which divides Q NSF and Q PSF. 4. It only only takes takes a few few mm of relative movement to fully mobili mobilise se Q NSF and Q PSF.
25 January 2011
NSF Talk by Wong Kai Sin
Issue # 1 -- Dra Drag g Load Load vs Downdr Downdrag ag Negative Skin Friction Shear stress on pile due to downward soil movement relative to pile Drag Load Force on pile caused by NSF Downdrag Settlement of pile due to drag
3
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Issue #2 The soft clay layer is over-consolidated or fully consolidated under the existing fill. Therefore, NSF is not an issue.
1. Will Will there there be sett settle leme ment nt under future loading? 2. Do you have control over future developments?
25 January 2011
NSF Talk by Wong Kai Sin
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Issue #3 What happen when Q + Q nsf > Q p + Q psf ? Q ult
Q
Q NSF ? Q PSF
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What will happen when ( Q C + Q NSF > Q P + Q PSF ) ? Q C
Applied Load Qc (kN) 0
2 0 00
4 0 00
6 00 0
8 00 0
1 00 0 0
Q C
Q
0
5
10
Q NSF
15
) m 20 ( h t 25 p e D 30
Q S
35
Q PSF
40
45
50
Q P
Q P
Q ULT = Q P+Q S
1. No plu plung ngin ing g fai failu lure re unt until il (Q (Q C+ Q NSF) = (Q P+Q S). 2. NSF NSF is a set settl tlem emen entt probl problem em.. 3. Ultima Ultimate te geot geotech echnic nical al capa capacit city y = (Q P+Q S). 25 January 2011
NSF Talk by Wong Kai Sin
7
Issue #4 Soft Toe
Q p = 0
Friction Pile
Therefore Ln = 0.6Ls Neutral Point Location
L
Ls
Ln Soft Clay
CP4:2003 Friction Pile: Ln = 0.6Ls End Bearing Pile: Ln = 1.0Ls Ls = thickness of consolidating soil Ln = Distance from cut-off level to n.p.
OA(A)
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CP4:2003 Friction Pile: Ln = 0.6Ls End Bearing Pile: Ln = 1.0Ls
L
Ls
Neutral Point Location Ls = thickness of consolidating soil Ln = Distance from cut-off level to n.p.
Ln Soft Clay
Sand
25 January 2011
NSF Talk by Wong Kai Sin
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Neutral point of pile end bearing in clay Ln = 0.6 L
Ln = 0.7 to 0.9 L s
L Ln = 0.9 to 1.0 L s
Ln= L=
Ls
Ln Soft Clay
Stiff to Hard Clay
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Neutral point of driven pile end bearing in sand & rock
Ln = 1.0 LsLs Ln Ls
Ln = 0.95 LsLs
Ln =
Ls
L
Ls
Ln Soft Clay
Sand
NSF Talk by Wong Kai Sin
25 January 2011
11
Issue #5 NSF should be computed using effective stress method only. Q C
-method Sand Fill Soft Clay cu ≈ 20 kPa
OA N ≈ 80
f s =
′
v
Total stress method can also be used for clayey soils. method od - meth f s =
cu
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Determination of Negative Negative Skin Friction Fr iction in Clay CP4 : 2003 (Singapore)
LTA
Use either or method
Use effective stress method
method od - meth f s = cu
25 January 2011
-method f s = v ′
NSF Talk by Wong Kai Sin
Determination of NSF in Clay using Total Stress Method
Clay (Fleming et al., 1987) f =
cuf
13
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Issue #6 NSF can be computed using c u values from SI report. Q C
method od - meth f s =
Sand Fill Soft Clay cu ≈ 20 kPa
cu
1. Use final cu. 2. May May not not be app appro ropria priate te to use current cu. It depends on the state of consolidation and the long term effective stress.
OA N ≈ 80
Q P 25 January 2011
NSF Talk by Wong Kai Sin
15
Determination of NSF in Clay using Effective Stress Method
Clay (Wong and Teh, 1995) f s = where
vf ′
= (cu / (cu /
v′ )NC
v′ )NC
OCR f 0.5
~ 0.22 for many clays
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Issue #7 How to determine NSF in Sand? -method f s =
′
v
= Ks tan
Use one of following: = 0.35? 2. f s = N? 3. f s = 2N to 5 N? 4. f s = qc / 200? 5. f s = qc / 400? 25 January 2011
NSF Talk by Wong Kai Sin
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Determination of Negative Negative Skin Friction Fr iction in Sand
= 0.35?
1. May May be appr appropr opriat iate e for sand above water where OCR>>1. 2. Ma May y be be too too
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Determination of Negative Negative Skin Friction in Sand -method f s =
25 January 2011
′
v
= Ks tan
NSF Talk by Wong Kai Sin
Issue #8 For piles subjected to NSF we only need to check the following according to CP4:2003. Q C
Structural Q C + Q NSF ≤ Q ALL,ST = f cu Ac / FS
19
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Issue #9 Is it necessary to consider self-weight of pile? Q C
Q C
Q C
Q NSF Q C + W pile + Q NSF ′
Q C+WP
′
Q NSF
Q PSF
Q PSF
Q P Q P
For 300x300 RC pile with Ln=20m, W pile ≈ 2.5 t. ′
For 1.2m diameter bored pile with Ln=30m, W pile ≈ 50 t. ′
25 January 2011
NSF Talk by Wong Kai Sin
21
Issue #9 Q C
Q C
Q C
Q NSF Q + W
′
+ Q
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Issue #9 Q C
Q C
Q C
Q NSF Q C + W pile + Q NSF ′
Q C+WP
′
Q NSF
Q PSF Q P Q P
Practically, it may not be necessary to include W pile . It depends on how we compute Q NSF . A conservative Q NSF can easily covered W pile . ′
′
25 January 2011
NSF Talk by Wong Kai Sin
23
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Evaluation of Soil Parameters for Negative Skin Friction (Wong and Teh, Teh, 1995) 1995 )
Melborne (Walker & Darvall, 1969) 25 January 2011
End bearing pile
Floating friction pile
Japan (Nishi & Esashi, 1982) NSF Talk by Wong Kai Sin
25
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Issue #9 The above comparisons show that the current method of NSF computation has implicitly included the self-weight of pile.
No need to include W pile ! ′
Tokyo Bay B ay,, Japan J apan (Fukuya (Fukuya et al., 1982) 25 January 2011
NSF Talk by Wong Kai Sin
27
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Issue #11 Difficulties with Q C
and Fs
Geotechnical Q C +
Q NSF ≤ (Q P + Q PSF) / Fs where Fs = 2.0 or 2.5 = 0.67 or 1
What is “ ” ?
When to use
= 0.67 or 1?
When to use Fs = 2.0 or 2.5? Can we use Fs = 1.5 if Q p =0? 25 January 2011
NSF Talk by Wong Kai Sin
29
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Effectt of Bearing Stratum Stiffness on Neutral Point Effec
25 January 2011
NSF Talk by Wong Kai Sin
31
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Nishi & Esashi Esashi (1982)
End Bearing Pile
Floating Pile
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Degree of Mobilization “ ” The negative unit friction along the pile section above the neutral plane may vary between the fully mobilization value on the top and a small value close to the neutral plane. Q C
hQ NSF
Difficult to justify h = 0.67 !
hQ NSF
h= Q PSF
Q P
Q PSF
= 0.67
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Q C
Degree of Mobilization “ ” hQ NSF
Q PSF
Q P
Does that mean we should not use =0.67 ?
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Effect Effect of Bearing Bear ing Stratum Stiffness (Jeong & Briaud, Briaud, 1994) 1994)
= 0.6
= 0.6
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Degree of Mobilization “ ” Group Efficiency Factor Q C
hQ NSF
For piles in group with small spacing: Use
Q PSF
Q P
= 0.67
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Geotechnical Capacity of Piles subjected to NSF Q C
No NSF Q ALL = (Q P + Q PSF) / 2.5 or Q ALL = Q P / 3 + QS / 1.5
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Pile Settlement due to NSF Q C
Q C
Q C
Q C
hQ NSF Q S Q
hQ
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What factor of safety should we use ? 1m bored pile Grade 40 concrete
Q C + Q NSF ≤ (Q P + Q PSF) / Fs Applied Load on Pile Qc (kN)
Q C
0
2000
4000
6000
8000
10000
0 50
FS= 2.5 100
No downdrag
12000
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400x400 RC Pile Grade 50 concrete
What factor of safety should we use ?
Ground water lowered by 2m.
Q C + hQ NSF ≤ (Q P + Q PSF) / Fs
Q C
Applied Load on Pile Qc (kN) 0
0m 4m
500
1000
1500
2000
2500
3000
0
Sand f s=15 kPa 50
FS= 1.5
No downdrag
3500
4000
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For Serviceability (SLS) Consideration: Consideration:
Single Pile or Pile Group with Large Spacing = 1.0 Fs = 1.5 (non-compliance with CP4)
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