static pile load tests - jan maertens 2003-05-07ebis.pdfstatic pile load tests by jan maertens, jan...
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STATIC PILE LOAD TESTS
By Jan MAERTENS, Jan Maertens BVBA and KU Leuven
Noel HUYBRECHTS, WTCB
Introduction :
• Piles in dense sand layer• Instrumentation (= extensometers)
• For each type: 2 piles with the same length• Aim: determination of installation
coefficients for this specific test site and pile type, to be integrated in NAD-EC7
• A certain number of piles have been excavated
Friction ratio Rf (%)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Screw piles - Limelette II Cone Penetration Test: cone resistance qc (MPa)
De
pth
(m
)Average CPT E(static test field)
Test Procedure:Scientific or common?
• Scientific:– each load step is maintained till stabilisation– decreasing load steps when failure is approaching– => almost no influence of rate of loading– => accurate value of failure load
• Common:– same test procedure as for normal control load tests– => same interpretation method as for normal control
load tests
Common procedures:
• STS 21: loading till 1,5 x service load and waiting for stabilisation at 1,0 and 1,5 x service load– = control of creep load
• NCP:loading in 8 steps till 2,0 x service load and waiting for stabilisation at each step– = control of creep load and bearing capacity– = very long tests
• LCPC-ISSMFE: loading in 8 steps till 2,0 x service load Each step is maintained for 1 hour– = control of creep load and bearing capacity– = within 1 working day
Adopted test procedure:
- Loading in 8 to 10 constant steps Each step holded constant for 1 hour
- Loading with 1/2 steps when failure appears to early (s < 25mm)
- Value of loading steps determined based on available information
- For the second pile of each type adapted ∆Q when necessary
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (hours)
Pile
Lo
ad Q
60'
∆Q
Qmax
10'
10'
10'
30'
60'
60'
60'
60'
60'
60'
60'
60'
60'
Pile Failure during step n°A1bis Fundex 13A2 Olivier 8 + 1*0,5A3 Omega 8+ 3*0,5A4 De Waal 7 + 3*0,5B1 Prefab 9 + 2*0,5B2 Prefab 11B3 Atlas 8 + 2*0,5 R + 2*0,5B4 Atlas 9 R + 3*0,5C1bis Fundex 5 + 1*0,5 (structural problem)C2 Olivier 7 + 1*0,5 (structural problem)C3 Omega 9 + 3* 0,5C4 De Waal 8 + 2*0,5
Results of each static load test :
• Load - pile head settlement diagram
• Variation of pile head settlement during the different load steps
• Creep curve = increase of settlement during the last 30 min of each load step
S c re w p i le s - L im e le tte I I - S L T : P ile P ile B 2 -P r e ca s t
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
0 2 5 0 5 0 0 7 5 0 1 0 0 0 1 2 5 0 1 5 0 0 1 7 5 0 2 0 0 0 2 2 5 0 2 5 0 0 2 7 5 0 3 0 0 0 3 2 5 0 3 5 0 0 3 7 5 0 4 0 0 0
P ile L o a d Q (k N )
Pil
e h
ea
d (
s0)
& b
as
e (
sb)
dis
pla
ce
me
nt
(mm
)
s 0
s b
S c re w P i le s - L im e le t te II
S L T : P ile P i le B 2 -P re c a s t
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
1 1 0 1 0 0
T im e in m in u te s (lo g a rith m ic s c a le )
Pile
he
ad
dis
pla
ce
me
nt
s0
(m
m)
S te p 1 (3 2 9 kN ) S te p 7 (2 1 3 1 k N )
S te p 2 (6 6 2 kN ) S te p 8 (2 6 4 2 k N )
S te p 3 (9 9 3 kN ) S te p 9 (2 9 7 3 k N )
S te p 4 (1 3 2 4 k N ) S te p 1 0 (3 3 0 4 k N )
S te p 5 (1 6 5 4 k N ) S te p 1 1 (3 6 1 6 k N )
S te p 6 (1 9 8 2 k N )
S c re w p i le s - L im e le tte I I - S L T : P ile P ile B 2 -P r e ca s t
0
0 . 2 5
0 .5
0 . 7 5
1
1 . 2 5
1 .5
0 2 5 0 5 0 0 7 5 0 1 0 0 0 1 2 5 0 1 5 0 0 1 7 5 0 2 0 0 0 2 2 5 0 2 5 0 0 2 7 5 0 3 0 0 0 3 2 5 0 3 5 0 0 3 7 5 0 4 0 0 0
P ile L o a d Q ( kN )
Cre
ep
: ∆
si l
as
t 3
0 m
inu
tes
(m
m/3
0m
in.)
Q c = 2 8 9 0 k N
Screw piles - Limelette II - SLT : PileB3-Atlas
0
10
20
30
40
50
60
70
80
90
100
0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000
Pile Load Q (kN)
Pile
he
ad
(s 0)
& b
ase
(s b
) d
isp
lace
me
nt
(mm
)
s0
sb
extrap
Extrapolation of the first loading curve based on Chin curve
Screw piles - Limelette II - SLT : PileB3-Atlas
0
1
2
3
4
5
6
7
8
0 500 1000 1500 2000 2500 3000 3500 4000
Pile Load Q (kN)
∆l =
Pile
he
ad
(s0
) -
ba
se (
sb)
dis
pla
cem
en
t (m
m)
first cycle
polynomial extrapolation
Extrapolation the elastic deformation
Table 2 – Q corresponding to s0 = 10%Db: comparison between real measured values (Qs0 = 10%.Db) and extrapolated values by means of the Chin method (Qextrap,s0=10%Db).
Pile Qs0 = 10%.Db [kN]
Qextrap,s0=10%Db
[kN] Qextrap,s0=10%Db / Qs0 = 10%.Db [-]
Range s0 for CHIN extrapolation [mm]
Fundex – A1bis 2988 3064 1.03 11.4 → 27.1 Omega - A3 2786 2772 0.99 16.8 → 32.4 Omega - C3 2723 2718 1.00 12.5 → 27.8 De Waal – A4 2400 2404 1.00 11.0 → 26.8
De Waal – C4 2248 2210 0.98 8.8 → 22.9
Precast – B1 2636 2649 1.01 9.5 → 34.9 Precast - B2 3476 4254 1.22 11.6 → 18.5 Atlas - B3 (3430)* 3528 (1.03) 24.0 → 35.5 Atlas - B4 (3326)* 3454 (1.04) 11.8 → 24.3 Olivier - A2 - 3354 15.2 → 31.0 Olivier - C2 - 2908 9.6 → 25.3 Fundex – C1bis - 1778 8.6 → 27.2 * Values obtained from extrapolation of the load settlement curve (section 3.2.1).
Penetration rate at failure:
- constant rate of penetration at failure was not possible
S c re w p ile s - L im e le t te I I
S L T : P il e A 1 b is - F u n d e x
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
9 :0 0 1 1 :0 0 1 3 :0 0 1 5 : 0 0 1 7 :0 0 1 9 :0 0 2 1 :0 0 2 3 :0 0 1 :0 0
T im e
Pil
e h
ea
d v
elo
cit
y (
v0
) (m
m/m
in)
V 0
Extensometer data:
- Have been used during the loading to check pile shaft behavior
- Will be used:• To deduce:
– variation of load with depth within the pile– mobilisation of base resistance and shaft friction
• Interpretation of measurements is very sensitive for:– corrections to be applied– value of EA
• Values to be published after a detailed sensitivity analysis
S c re w p i le s - L im e le tte I I - S L T : P ile B 4 -A tla s
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
0 2 5 0 5 0 0 7 5 0 1 0 0 0 1 2 5 0 1 5 0 0 1 7 5 0 2 0 0 0 2 2 5 0 2 5 0 0 2 7 5 0 3 0 0 0 3 2 5 0 3 5 0 0 3 7 5 0 4 0 0 0
P ile L o ad Q (k N )
Pile
he
ad
(s
0)
& b
as
e (
sb)
dis
pla
ce
me
nt
(mm
)
s 0
s b
R is k o n s tr u c tu r a l
p ile fa ilu re
u n lo a d in g s te p 9
a ft e r 2 m in u te s .
R e m o v a l
e x t e n s o m e te r &
re lo a d in g
S t ru c tu ra l
p il e f a ilu re
a ft e r 1 9
m in u t e s
in re l o a d
s t e p 1 1 -
3 4 1 9 k N
Extensometer readings during the static load testsLoading stopped when risk of failure
Screw piles - Limelette II
SLT : Pile B4-Atlas
0
200
400
600
800
1000
1200
1400
1600
1800
2000
8:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 0:00 2:00
Time
Extensometer measurements (µstrain)
EXT 1
EXT 2
EXT 3
EXT 4
EXT 5
EXT 6
Example of extensometer readings
S c r e w p i le s - L im e le tt e I I - S L T
0
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
1 0 0
0 2 5 0 5 0 0 7 5 0 1 0 0 0 1 2 5 0 1 5 0 0 1 7 5 0 2 0 0 0 2 2 5 0 2 5 0 0 2 7 5 0 3 0 0 0 3 2 5 0 3 5 0 0 3 7 5 0 4 0 0 0
L o a d d is t r ib u ti o n (k N )
Pile
ba
se
dis
pla
ce
me
nt
sb
(m
m)
Q
Q b
Q s
Mobilisation of base and shaft resistance
Interpretation of the results :
• Determination of the values Qmax, Q25mm, Q 0,10Db, Q 0.15Db and Qc
• Estimation of the allowable load R cal– R cal,1 = 0,8 . Qc– R cal,2 = Q 0,10Db / 1,7– R cal,3 = Q 0,10Db / 2,0– => R cal,2 and R cal,3 are determinant for all piles
CALCULATED PILE BEARING CAPACITIES :Cfr. Belgian Practice (Holeyman et al, 1997)
- Ultimate base resitance: Rbu = β . αb . εb . qbu
(m) . Ab
With :β = 1,0αb = installation factor
εb = parameter for stiff clays
qbu(m) = ultimate unit pile base resistance
according to the De Beer method Ab = nominal pile base cross section area
- Ultimate shaft friction:
Total side friction increment ∆Qst has not been used
Based on cone resistance:
With: ξf = installation factor
ηp*
= soil parameter
qci = cone resistance
∑∑ == cipisfsuiisfsu qHXqHXR *...... ηξξ
Remark:For all screw piles:Db = maximum diameter of the screw.
For Fundex:Ds = maximum diameter of the tube
For De Waal, Olivier, Omega and Atlas:Ds = maximum diameter of the screw
Remark:Calculations have been performed:- starting from electrical CPT tests- based on individual CPT’s
Comparison of total pile bearing capacity-Global coefficient:
Global coefficient = Q / R
With: Q = measured pile head loadR = calculated total bearing capacity
Global coefficient for a settlement of 0,10 Db
0,75 à 0,97 for screw piles0,89 à 1,02 for driven piles
Screw Piles - Limelette IIQ/Ru; ERTC3
0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1
1,1
1,2
1,3
1,4
0 2 4 6 8 10 12 14 16 18 20
sb/Db (%)
Q/R
u; E
RT
C3
(-)
Precast driven : Screw piles : C2 (no sb meas.):
Based on ERTC 3 calculation method
Screw Piles - Limelette IIQ/Ru; NA-EC7
0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1
1,1
1,2
1,3
1,4
0 2 4 6 8 10 12 14 16 18 20
sb/Db (%)
Q/R
u; N
A-E
C7
(-)
Precast driven : Screw piles : C2 (no sb meas.):
Based on NA-EC 7 method
Screw Piles - Limelette II + Driven piles Limelette IQ/Ru; ERTC3
0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1
1,1
1,2
1,3
1,4
0 2 4 6 8 10 12 14 16 18 20
sb/Db (%)
Q/R
u;E
RT
C3
(-)
B1-Driven Precast Pile
B2-Driven Precast Pile
Pile 8 - Driven Precast Pile(Limelette I - 1995/1996)
Other driven piles at Limelette test site
Based on ERTC 3 calculation method
Conclusion 1 :
• Proposal :– for driven piles: αb = 1,0 ξf = 0,8
– for screwed piles: αb = 0,8 ξf = 0,8
• Assumptions:– qc from E1 cone
– base resistance calculated according to De Beer method ( 0,20m steps)
– considered diameters = maximum diameter of the screw/tube
– failure criterion = 0,10 Db
Conclusion 2 :
• When proposed installation coefficients are introduced in design calculations: safety factor of 2 should be applied on base resistance and shaft friction
Additional controls:
- Excavation of a certain number of piles- To check the pile dimensions- To find an explanation for some anomalies
- Inclinometer measurements in the driven precast piles
DE WAAL C9 FUNDEX A1bis OMEGA A3
OLIVIER C2
ATLAS B4
ATLAS
Screw flanges loam
ATLAS
Screw flanges compact sand
OMEGA C3
OMEGA A3
DE WAAL C9
Pile B4 Atlas
FUNDEX C1bis
Segregation due to use of too dry concrete
S c re w p ile s - L im e le t te II
S L T : P ile C 1 b is -F u n d e x
0
5 0 0
1 0 0 0
1 5 0 0
2 0 0 0
2 5 0 0
3 0 0 0
3 5 0 0
4 0 0 0
4 5 0 0
5 0 0 0
8 :0 0 1 0 :0 0 1 2 : 0 0 1 4 :0 0 1 6 :0 0 1 8 :0 0 2 0 :0 0 2 2 :0 0 0 : 0 0
T im e
Ex
ten
so
me
ter
me
as
ure
me
nts
(µ
str
ain
)
E X T 1
E X T 2
E X T 3
E X T 4
E X T 5
E X T 6
OLIVIER C2
Grooving underside screw flange
OLIVIER C2
Volume of soil displaced
by cutting tooth during
withdrawal
Inclinometer Results - Driven Precast B2 pile
0
1
2
3
4
5
6
7
8
9
10
-200 -150 -100 -50 0 50 100 150 200
Deviation (mm)
dept
h (m
)
Direction AA'
Direction BB'
S c re w P ile s - L im e le t te I I
0
5 0 0
1 0 0 0
1 5 0 0
2 0 0 0
2 5 0 0
3 0 0 0
F u n d e x A1 b is
Oliv
ier
A2
Om
e g a A3
De W
a a l A4
Pre
fab B
1
Pre
fab B
2
At la
s B3
At la
s B4
Fu n d e x C
1 b is
Oliv
ier
C2
Om
e g a C3
De W
a a l C4
Rc
ai (
kN
)
R c a 1R c a 2R c a 3
S crew P iles - L im e le tte II
0
1
2
3
4
5
6
7
8
9
10
11
12
Fundex A1b is
Oliv
ier A
2
Om
ega A3
De W
aa l A4
Pre
fab B
1
Pre
fab B
2
Atla
s B3
Atla
s B4
Fundex C1b is
Oliv
ier C
2
Om
ega C3
De W
aa l C4
s 0i (
mm
)
s 01s02s03
S c re w P ile s - L im e le t te I I
0
1
2
3
4
5
6
7
8
9
1 0
1 1
1 2
Fu n d e x A
1 b is
Oliv
ier
A2
Om
e g a A3
De W
a a l A4
Pre
fab B
1
Pre
fab B
2
At la
s B3
At la
s B4
Fu n d e x C
1 b is
Oliv
ier
C2
Om
e g a C3
De W
a a l C4
s bi (
mm
)
s b 1s b 2s b 3
Friction ratio Rf (%)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Screw piles - Limelette II Cone Penetration Test: cone resistance qc (MPa)
De
pth
(m
)Average CPT E(static test field)
Inclinometer Results - Driven Precast B1 pile
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
-200 -160 -120 -80 -40 0 40 80 120 160 200
Deviation (mm)d
ep
th (
m)
Direction AA'
Direction BB'
Inclinometer Results - Driven Precast B2 pile
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
-200 -160 -120 -80 -40 0 40 80 120 160 200
Deviation (mm)
de
pth
(m
)
Direction AA'
Direction BB'
Conclusies : mbt case study SKW & LIM
• Verschillende sondeermethodes :⇒ grote verschillen⇒ afh. van grondsoort⇒ M1-Cont : resultaten SKW niet veralgemenen⇒ bijdrage NAD-EC7 (conversiefactoren)
• Afleiding grondkarakteristieken uit tabel NAD⇒ aanvaardbaar⇒ correctiefactor CN te groot ? σ’v0< 50 kPa
• Vergelijking met enkele courante correlaties⇒ aansluiting