1. A static loading test was performed on an instrumented test pile (TP1) in two phases. Phase 1 was a bidirectional test where the bottom portion of the pile plunged at 700 kN of load. Phase 2 was a head-down test on the upper portion. 2. Delegates were challenged to predict the load-movement curve and capacity of the upper portion from Phase 2 testing. The document provided details on the pile, soil conditions, and test setup to aid predictions. 3. Measured load-movement curves from Phases 1 and 2 of TP1 and a companion pile TP2 are presented, along with analyses comparing predictions and using computer simulations. Good agreement was found between predictions

1. 1
Static Loading Test
and Prediction
Outcome
Bengt H. Fellenius

2. May 9 2015
A Prediction Challenge to All Delegates to the 2nd CFPB, Santa Cruz, Bolivia.
Mario H. Terceros and Bengt H. Fellenius
We have constructed an instrumented pile and performed a static loading test that we intend to add a bit
of spice to the conference. To this end, we challenge everyone to submit a prediction of the test results.
Then, on Friday, we will start the day with a "Brief report on results of the static loading test and
outcome of the low-key prediction". The "Prediction" referred to is yours.
The Pile
The pile, TP1, is a 600 mm diameter, 16.4 m long, bored pile
constructed on April 20 by pushing a 600-mm diameter, OD,
temporary casing into the ground while augering out the core as
the pipe is pushed down taking care not to auger beyond the toe
of the pipe. Once the pipe reached the intended depth and had
been augered out, concrete (cylinder strength 21 MPa) was
poured into the pipe while it was extracted always maintaining
an inside head of concrete. A 14.0 m long reinforcing cage
consisting of six 20-mm reinforcement bars placed in a circle
with an 450-mm outside diameter was then inserted into the pipe.
The cage had been instrumented with three levels of a single
strain-gage pair at depth 1.80, 9.30, and 13.80 m below the top of
the cage (i.e., at the ground surface). A 310 mm high hydraulic
jack was attached to the bottom of the cage to serve as a
bidirectional cell (BDC) in the first phase of the static loading
test. Thus, in the test, the pile would be separated in an upper
14.8 m length and a lower 1.6 m long length. Telltale guide
pipes were attached to the cage so as to measure the opening of
the BDC and movement of the lower end of the BDC.
The static loading test was performed in two phases. Phase 1
was performed on May 7, 2015, and consisted of a bi-directional
test. In the bidirectional test, the BDC pushes the length above
the BDC (the "upper length") upward and the length below (the
"lower length") downward. The load increments were 50-kN,
each with a 10-minute load-holding time. At the maximum load
of 700 kN, the lower length (1.6 m) plunged. No movement
occurred at the pile head and the net BDC opening was 60+ mm.
16.4m
13.8m
9.3m
1.8m
Strain
Gages
Strain
Gages
Ground Surface
PILE
Strain
Gages
BDC

3. May 9 2015
Phase 2 test was performed on May 8, 2015. It consisted of leaving the BDC open (free-draining) and
performing a head-down test by means of a conventional reaction pile arrangement. The load increments
were 100-kN, each with a 10-minute load-holding time. The prediction event deals with Phase 2 test, only.
F.y.i., a companion pile, TP2, was constructed on the same day 5 m away from TP1. It was tested as a
full-length pile after the tests on TP1. Pile TP2 is not a part of the prediction event.
The Soil--CPTU and SPT diagrams
The bar in the figure represents the N-indices and the bl/0.3m scale is numerically the same as the qt cone
stress, MPa. The SPT was performed with a constant height-of-fall. The soil profile consists of 9 m thick
layer of silty fine sand, followed by 6 m of fine sand on sand. A 0.2 m thick clay layer was encountered
at 15.0 m depth. The groundwater table is located at 5.0 m depth. The saturated solid densities of the
three soil layers are 2,100, 2,000, 2,100 kg/m3
, respectively.
The Prediction Submission
The primary submission is a prediction of the load-movement of the pile shaft (Phase 2) and the capacity
of the shaft, as determined from that same load-movement curve. Submit the values in table showing two
columns, one for load (kN) and one for movement (mm). Use at least 8 load-movement points on the
curve to the maximum load. Give the evaluated capacity as a separate value. You can use either a Word
document or an Excel file. Please submit your prediction to Bengt by e-mail to address:
Bengt@Fellenius.net. The submission deadline is noon May 14.
0
5
10
15
20
25
0 10 20 30 40
DEPTH(m)
Cone Stress, qt (MPa)
0
5
10
15
20
25
0 100 200 300 400
DEPTH(m)
Sleeve Friction, fs (kPa)
0
5
10
15
20
25
0 100 200 300 400
DEPTH(m)
Pore Pressure (kPa)
0
5
10
15
20
25
0 1 2 3 4
DEPTH(m)
Friction Ratio, fR (%)

4. 2

5. 3

6. Soil Profile
0
5
10
15
20
25
0 10 20 30 40
DEPTH(m)
Cone Stress, qt (MPa)
0
5
10
15
20
25
0 100 200 300 400
DEPTH(m)
Sleeve Friction, fs (kPa)
0
5
10
15
20
25
0 100 200 300 400
DEPTH(m)
Pore Pressure (kPa)
0
5
10
15
20
25
0 1 2 3 4
DEPTH(m)
Friction Ratio, fR (%)
SPT
4

7. 5
“BDC” = Bidirectional Cell; a sacrificial
hydraulic jack
16.4m
13.8m
9.3m
1.8m
Strain
Gages
Strain
Gages
Ground Surface
PILE
Strain
Gages
BDC and
telltales

8. 6
Test Programme
Phase 1 Activate the BDC to perform a bidirectional test, pushing the
upper length upward and the lower length downward. This will
create an opening between the two pile lengths.
Phase 2 Activate the jack on the pile head to perform a head-down test
on the upper pile length with the BDC free-draining The pile will
then function in shaft-bearing only with no toe resistance until
the BDC opening is closed).
Phase 3 If the full resistance of the lower length was not engaged in
Phase 1, then , the jack at the pile head will be closed and the
BDC be re-engaged (The jack at the pile head will now provide
the additional resistance needed).

9. 7
Test Results
Phase 1
The bidirectional (BDC) test pushed the lower length
downward a distance of abut 60 mm at the 700-kN
maximum load---plunging type response. The
measurement is approximate, only, due to friction of the
telltales in the guide pipes. The pile head showed no
movement. Upward movement at the BDC level was
small representing the pile shortening for the load.

10. 8
0
1,000
2,000
3,000
4,000
5,000
6,000
0 10 20 30 40 50 60 70
LOAD(kN)
MOVEMENT (mm)
My Prediction
Predictions
0
1,000
2,000
3,000
4,000
5,000
6,000
0 10 20 30 40 50 60 70
LOAD(kN)
MOVEMENT (mm)
All Predictions Received
0
1,000
2,000
3,000
4,000
5,000
6,000
0 10 20 30 40 50 60 70
LOAD(kN)
MOVEMENT (mm)
All Predictions Received with Capacity Interpretations
The circles are the capacities as interpreted
from each curve by the particular predictor

11. Dashed curve is my prediction prepared with full benefit of the results
of the 2013 tests on similar piles in very similar soil—hardly Class A .
9
0
1,000
2,000
3,000
4,000
5,000
6,000
0 10 20 30 40 50 60 70
LOAD(kN)
MOVEMENT (mm)
with Measured Load-Movement

12. 0
500
1,000
1,500
2,000
2,500
3,000
3,500
0 5 10 15 20 25 30 35
LOAD(kN)
MOVEMENT (mm)
Enlarged View of Predictions and Head-down Test on TP1 Upper Length
10

13. 11
rs = βσ'z
z
Movement =
function of
E-modulus
rs = f(movement)
The pile is
assumed made
up of a series of
short elements,
each affected by
soil resistance
?WHICH
TO USE
AND
HOW TO
MODIFY

14. 12
The t-z functions actually
used for the fit

15. 13
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP1 Phase 2
Head-down
UniPile
Simulation
of Test
Head-down,
Test
Load-Movement for the Upper Pile (14.8 m)
The final fit

16. 14
y = -0.0026x + 6.7169
0
1
2
3
4
5
6
7
8
0 200 400 600 800
SECANTSTIFFNESS,Q/μԑ(GN)
STRAIN (ԑ)
TP2
Es (GPa) for zero strain = 23.8 GPa
Es (GPa) for 700 μԑ = 17.3 GPa
1.7 m
y = -0.0052x + 6.7904
0
1
2
3
4
5
6
7
0 200 400 600 800
TANGENTSTIFFNESS,ΔQ/Δμԑ
(GN)
STRAIN (ԑ)
TP2
Es (GPa) for zero strain = 24.0 GPa
Es (GPa) for 700 μԑ = 17.6 GPa
1.7 m
The Pile Stiffness (EA) Evaluated
from the Uppermost Strain-Gage
Unfortunately, the other strain-gages either did not
survive the construction or survived, but were
dislocated--–No usable strain-gage data were obtained

17. 15
Now the results of Phase 1, the
bidirectional test
The downward movements are unfortunately
impaired due to friction along the telltales
0
500
1,000
1,500
2,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP1
Bidirectional
Downward
0
500
1,000
1,500
2,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP1
Bidirectional
Downward

18. 16
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP1
Bidirectional
Downward
Head-down,
Test
The blue curve is the probable load-movement
curve for the lower length; “Downward”
Phases 1 and 2 together

19. 17
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP1
Bidirectional
Downward
Head-down
UniPile
Simulation
of Test
Head-down,
Test
Full Length Head-down
UniPile Simulation
Combining the results to the load-movement curve
for a head-down test on the full length of pile

20. 18
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP2
TP1Compression
Head
Toe
UniPile
Simulation
Measured
The load-movement curves for the head-down
test on Pile 2 with a fit (UniPile) to the data
and a comparison to same for Pile 1.

21. 19
0
2
4
6
8
10
12
14
16
18
0 1,000 2,000 3,000 4,000DEPTH(m)
LOAD (kN)
Load Distribution, TP2
From fit to Load-
Movement Curve
at 5mm elementCPTU E-F
SPT Decourt
Load distributions at the ≈5-mm
element movements for Phase 2
(TP1) combined with the
distribution from CPTU and SPT
analysis of shaft resistance
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 10 20 30 40 50 60
LOAD(kN)
MOVEMENT (mm)
TP2
TP1Compression
Head
Toe
UniPile
Simulation
Measured

22. Thank You