11

(1)

(2)

Issue and Revision History

Issue History

Issue

Issued

Issued To

To

Issued

Issued By

By

Date of

Date

of Issue

Issue

01

01 Bauer

Bauer Vietnam

Vietnam Ltd.

Ltd. -

- Mr.

Mr. Lai

Lai Thanh

Thanh Binh

Binh

LYK

September

September 11,

11, 2016

2016

Revision History

Date

Rev.

No.

Detailed Description of Change

Ref.

Section

(3)

Issue and Revision History

Issue History

Issue

Issued

Issued To

To

Issued

Issued By

By

Date of

Date

of Issue

Issue

01

01 Bauer

Bauer Vietnam

Vietnam Ltd.

Ltd. -

- Mr.

Mr. Lai

Lai Thanh

Thanh Binh

Binh

LYK

September

September 11,

11, 2016

2016

Revision History

Date

Rev.

No.

Detailed Description of Change

Ref.

Section

(4)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 1

1 of

of 10

10 September 11, 2016

September 11, 2016

Bauer Vietnam Ltd.

6

6 th

th

Floor SFC Building,

9 Dinh Tien Hoang Street,

Da Kao Ward, District 1,

Ho Chi Minh City, Vietnam.

Attention: Mr. Lai

Attention: Mr. Lai Thanh Binh

Thanh Binh

Load Test Report:

Load Test Report: TP01 -

TP01 - Lancaster Lincoln

Lancaster Lincoln

Location:

District 4, Ho Chi Minh City, Vietnam (16828I-1)

Dear Mr. Binh,

The enclosed report contains the data and analysis summary for the Osterberg

Cell (O-cell) test performed on TP01 - Lancaster Lincoln, on September 9, 2016.

For your convenience, we have included an executive summary of the test results

in addition to our standard detailed data report.

We would like to express our gratitude for the on-site and off-site assistance

provided by your team and we look forward to working with you on future

projects.

We trust that

We trust that the information contained herein will suit your current project needs.

the information contained herein will suit your current project needs.

If you have any questions or require further technical assistance, please do not

hesitate to contact us at

hesitate to contact us at +65 6908 2706.

+65 6908 2706.

Best Regards,

________

________________

________

Alston Lim Ku

Alston Lim Kuok Hung, B. Sc.

ok Hung, B. Sc.

Engineering Manager

Fugro Singapore Pte. Ltd.

(5)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 2

2 of

of 10

10 EXECUTIVE SUMMARY

EXECUTIVE SUMMARY

On September 9, 2016, Fugro Singapore Pte. Ltd. performed an O-cell test on a

nominal 1500-mm diameter test pile TP01. Bauer Vietnam Ltd. completed

construction of the 85.07-meter deep pile under bentonite slurry on August 11,

2016.

2016. Sub-surface con

Sub-surface conditions at the test pile location consist prim

ditions at the test pile location consist primarily of clay and

arily of clay and

sand.

sand. Represent

Representatives of Bauer Vietnam Lt

atives of Bauer Vietnam Ltd. observed const

d. observed construction and testing

ruction and testing

of the pile.

The maximum gross load applied to the pile was 21.6 MN in each direction. At

the maximum load, the displacements above and below the O-cell assembly

were 16.8 mm and 10.6 mm,

were 16.8 mm and 10.6 mm, respectively.

respectively.

Using the

Using the procedures

procedures described in

described in the report

the report text and

text and in Appendix

in Appendix C, an

C, an

equivalent top load curve

equivalent top load curve for the test

for the test pile was constructed.

pile was constructed. For a

For a top loading of

top loading of

20.0 MN, the adjusted test data indicate this pile would displace approximately

17.2 17.2 mm.

mm. For a top loading of 40.0

For a top loading of 40.0 MN, the adjusted test data indic

MN, the adjusted test data indicate this pile

ate this pile

would displace approximately 36.7 mm.

LIMITATIONS OF EXECUTIVE SUMMARY

We include this executive summary to provide a very brief presentation of some

of the key

of the key elements o

elements of this O-cell

f this O-cell test.

test. It is by no

It is by no means int

means intended to b

ended to be a

e a

comprehens

comprehensive or stand-alo

ive or stand-alone representati

ne representation of the test results.

on of the test results. The full text of

The full text of

the report and the attached appendices contain important information which the

engineer can use to come to more informed conclusions about the data

presented herein.

(6)

FUGRO SINGAPORE PROJECT NO: 16828I-1

Page 3 of 10

Site Conditions and Pile Construction ... 5

Site Sub-surface Conditions ... ... ... ... 5

Test Pile Construction ... ... ... ... 5

Osterberg Cell Testing ... 5

Pile Instrumentation ... 5

Test Arrangement ... 6

Data Acquisition ... 6

Testing Procedures ... ... ... .... 7

Test Results and Analyses ... 8

General ... 8

Upper Skin Friction Resistance ... ... ... ... 8

Combined End Bearing and Lower Side Friction Resistance ... ... 8

Strain Gauge Analysis ... ... ... ... .. 8

Equivalent Top Load-Displacement ... ... ... ... 9

(7)

FUGRO SINGAPORE PROJECT NO: 16828I-1

Page 4 of 10

TABLES AND FIGURES



Average Net Unit Skin Friction Values, Tables A.



Summary of Dimensions, Elevations & Pile Properties, Table B.



Schematic Section of Test Pile, Figure A.



Instrumentation Layout, Figure B.



Osterberg Cell Load-Displacement, Figure 1.



Time-Osterberg Cell Load, Figure 2.



Time-Osterberg Cell Displacement, Figure 3.



Osterberg Cell Load-Strain Gauge Microstrain, Figure 4.



Strain Gauge Load Distribution, Figure 5.



Mobilized Upward Net Unit Skin Friction, Figure 6.



Mobilized Downward Unit Skin Friction, Figure 7.



Equivalent Top Load-Displacement, Figure 8.



Field Data and Data Reduction Tables, Appendix A.



O-cell and Instrumentation Calibration Sheets, Appendix B.



Construction of the Equivalent Top Load Displacement Curve, Appendix C.



Soil Boring Logs, Appendix D.

(8)

FUGRO SINGAPORE PROJECT NO: 16828I-1

Page 5 of 10

SITE CONDITIONS AND PILE CONSTRUCTION

Site Sub-surface Conditions: The sub-surface stratigraphy at the general

location of the test pile is reported to consist of clay and sand. The generalized

subsurface profile is included in Figure A and boring logs indicating conditions

near the pile are presented in Appendix D. More detailed geologic information

can be obtained from Bauer Vietnam Ltd.

Test Pile Construction: Bauer Vietnam Ltd. completed construction of the

dedicated test pile on August 11, 2016. The nominal 1500-mm diameter test pile

was excavated to a tip elevation of -85.07 m, under bentonite slurry. The pile

was started by installing a 1540-mm O.D. casing. A drilling bucket was used for

drilling the pile, and a clean-out bucket for cleaning the tip. After the pile was

approved for concrete placement, the reinforcing cage with attached O-cell

assembly was inserted into the excavation and temporarily supported from the

steel casing. Concrete was then delivered by tremie through a 250-mm O.D.

pipe into the tip of the pile until the top of the concrete reached an elevation of

-0.92 m. Representatives of Bauer Vietnam Ltd. observed construction of the pile.

__________________________________

OSTERBERG CELL TESTING

Pile Instrumentation: Fugro Singapore Pte. Ltd. assisted Bauer Vietnam Ltd.

with the assembly and installation of test pile instrumentation. The loading

assembly consisted of two 610-mm diameter O-cells, located 25.07 meters above

the pile tip. The Osterberg cells were calibrated and then welded closed prior to

shipping by the manufacturer. Calibrations of the O-cells and instrumentation

used for this test are included in Appendix B. Embedded O-cell testing

instrumentation included the following:



Four upper compression telltale casings (nominal 13-mm steel pipe) attached

at 90° spacing to the reinforcing cage, extending from the top of the O-cell

assembly to ground level.



Paired pile tip displacement telltale casings (nominal 13-mm steel pipe)

attached diametrically opposed to the reinforcing cage, extending from the

bottom of the reinforcing cage to ground level.



Four Linear Vibrating Wire Displacement Transducers (LVWDTs, Geokon

Model 4450 series) positioned between the plates of the O-cell assembly.



Five levels of four sister bar vibrating wire strain gauges (Geokon Model 4150

Series) attached at 90° spacing to the reinforcing cage below the base of the

O-cell assembly.

(9)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 6

6 of

of 10

10



Ten levels

Ten levels of four

of four sister bar

sister bar vibrating wire

vibrating wire strain gauges

strain gauges (Geokon Model

(Geokon Model 4150

4150

Series) attached at 90° spacing to the reinforcing cage above the top of the

O-cell assembly.



Four leng

Four lengths of 13

ths of 13-mm steel

-mm steel pipe, ex

pipe, extending fro

tending from the to

m the top of the

p of the pile to

pile to the top

the top

of the bottom plate, to vent the break in the pile formed by the expansion of

the O-cells.

Details concerning the instrumentation placement appear in Table B and

Figures

Figures A

A and

and B.

B. The

The strain

strain gauges

gauges were

were installed

installed as

as approved

approved by

by the

the

Consultant.

Test

Test Arrangeme

Arrangement:

nt: Throughout the load test, key elements of pile displacement

Throughout the load test, key elements of pile displacement

response were monitored using the equipment and instruments detailed below:



Top of

Top of pile displacement was

pile displacement was monitored using a

monitored using a pair of

pair of automated digital

automated digital

survey levels (Leica NA3000 series) from an average distance of 8.0 meters

(Appendix A, Page 1).



Upper compression

Upper compression displacement was

displacement was measured using

measured using 8-mm telltale

8-mm telltale rods

rods

positioned inside the four casings and monitored by Linear Vibrating Wire

Displacement Transducers (LVWDTs, Geokon Model 4450 series) attached to

the top of the pile (Appendix A, Pages 1 & 2).



Expansion of

Expansion of the O-cell

the O-cell assembly was

assembly was measured using

measured using the four

the four Expansion

Expansion

LVWDTs described under Pile Instrumenta

LVWDTs described under Pile Instrumentation (Appendix A, Pages 5 &

tion (Appendix A, Pages 5 & 6).

6).



Pile

Pile tip displacement

tip displacement was

was measured using

measured using 8-mm

8-mm telltale rods

telltale rods positioned inside

positioned inside

the two casings and monitored by Linear Vibrating Wire Displacement

Transducer

Transducers (LVWDTs, Geokon Model 4450 series) attached to the

s (LVWDTs, Geokon Model 4450 series) attached to the top of the

top of the

pile (Appendix A, Pages 3 & 4).

Details concerning the instrumentation placement appear in Table B and

Figures A and B.

Both a Bourdon pressure gauge and a vibrating wire pressure transducer were

used to measu

used to measure the pressure a

re the pressure applied to the O-c

pplied to the O-cells at each lo

ells at each load interval.

ad interval. The

The

pressure transducer was used for manually setting and maintaining loads and

real time plotting

real time plotting and for

and for data analysis.

data analysis. The Bourdon

The Bourdon pressure gauge readings

pressure gauge readings

were used as a real-time visual reference and as a check on the transducer.

There was close agreement between the Bourdon gauge and the pressure

transducer.

Data Acquisition:

Data Acquisition: All

All instrumenta

instrumentation

tion was

was connected

connected through

through a

a data

data logger

logger

(Data Electronics 85g GeoLogger) to a laptop computer allowing data to be

recorded and stored automatically at 60-second intervals and displayed in real

time.

time. The same

The same laptop computer synchronized to

laptop computer synchronized to the data

the data logging system

logging system was

was

used to acquire the Leica NA3000 data.

(10)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 7

7 of

of 10

10 Testing Procedures:

Testing Procedures:

________

________________

__________

__

1500 mm

O-cell

®

s

se

erriia

al

l n

nu

um

mb

be

err((s

s)):

:

2

24 4--9

9H

H--0

00

05

54 4,

, 2

24 4--9

9H

H--0

00

05

56

6 O-cell

O-cell

®

n

nu

um

mb

be

err((s

s)

) a

an

nd

d s

siiz

ze

e:

:

2 2 x

x 6

61

10 0 m

mm

m

O-cell

®

g

grro

os

ss

s c

ca

ap

pa

ac

ciitty

y:

:

2 2 x

x

2

22 2..1

1 M

MN

N

W

Wo

orrk

kiin

ng

g

L

Lo

oa

ad

d

2

20 0..0

00 0 M

MN

N

T

Te

es

st

t

L

Lo

oa

ad

d

4

40 0..0

00 0 M

MN

N

O-cell

®

Ne

Net

t

Pe

Perc

rcen

ent

t of

of

N

No

o.

.

L

Lo

oa

ad

d

Wo

W

orrk

kiin

ng

g L

Lo

oa

ad

d

((p

ps

sii)

)

((M

MP

Pa

a)

)

((M

MN

N)

)

((%

%))

1 1 L

L-

- 0

0

0 0..0

0

0 0..0

0

0 0..0

0%

%

1 1 L

L-

- 1

1

9

90

00

0 6..2

6

2

2 2..0

0

1

10 0..0

0%

%

1 1 L

L-

- 2

2

1

13

30

00

0 9..0

9

0

4 4..0

0

2

20 0..0

0%

%

1 1 L

L-

- 3

3

1

17

70

00

0

11

1 1..7

7

6 6..0

0

3

30 0..0

0%

%

1 1 L

L-

- 4

4

2

20

00

0

13

1 3..8

8

8 8..0

0

4

40 0..0

0%

%

1 1 L

L-

- 5

5

2

24

40

00

0

1

16 6..5

5

1

10 0..0

0

5

50 0..0

0%

%

1 1 L

L-

- 6

6

2

28

80

00

0

1

19 9..3

3

1

12 2..0

0

6

60 0..0

0%

%

1 1 L

L-

- 7

7

3

31

10

00

0

2

21 1..4

4

1

14 4..0

0

7

70 0..0

0%

%

1 1 L

L-

- 8

8

3

35

50

00

0

2

24 4..1

1

16 6..0

0

8

80 0..0

0%

%

1 1 L

L-

- 9

9

3

39

90

00

0

2

26 6..9

9

1

18 8..0

0

9

90 0..0

0%

%

1 1 L

L-

- 1

10

0

4

42

20

00

0

2

29 9..0

0

2

20 0..0

0

1

10

00 0..0

0%

%

1 1 L

L-

- 1

11

1

4

46

60

00

0

3

31 1..7

7

2

22 2..0

0

1

11

10 0..0

0%

%

1 1 L

L-

- 1

12

2

5

50

00

0

3

34 4..5

5

2

24 4..0

0

1

12

20 0..0

0%

%

1 1 L

L-

- 1

13

3

5

53

30

00

0

3

36 6..5

5

2

26 6..0

0

1

13

30 0..0

0%

%

1 1 L

L-

- 1

14

4

5

57

70

00

0

3

39 9..3

3

2

28 8..0

0

1

14

40 0..0

0%

%

1 1 L

L-

- 1

15

5

6

61

10

00

0

4

42 2..1

1

3

30 0..0

0

1

15

50 0..0

0%

%

1 1 L

L-

- 1

16

6

64

40

00

0

4

44 4..1

1

3

32 2..0

0

1

16

60 0..0

0%

%

1 1 L

L-

- 1

17

7

6

68

80

00

0

4

46 6..9

9

3

34 4..0

0

1

17

70 0..0

0%

%

1 1 L

L-

- 1

18

8

7

72

20

00

0

4

49 9..6

6

3

36 6..0

0

1

18

80 0..0

0%

%

1 1 L

L-

- 1

19

9

7

75

50

00

0

5

51 1..7

7

3

38 8..0

0

1

19

90 0..0

0%

%

1 1 L

L-

- 2

20

0

7

79

90

00

0

5

54 4..5

5

4

40 0..0

0

2

20

00 0..0

0%

%

1 1 U

U-

- 1

1 ₆

₆₁

₁₀

₀₀

₀

₄

₄₂

_2..1

₁

₃

₃₀

_0..0

₀

₁

₁₅

₅₀

_0..0

_0%

_%

1 1 U

U-

- 2

2 ₄

₄₂

₂₀

₀₀

₀

₂

₂₉

_9..0

₀

₂

₂₀

_0..0

₀

₁

₁₀

₀₀

_0..0

_0%

_%

1 1 U

U-

- 3

3 ₂

₂₄

₄₀

₀₀

₀

₁

₁₆

_6..5

₅

₁

₁₀

_0..0

₀

₅

₅₀

_0..0

_0%

_%

1 1 U

U-

- 1

1 ₀

₀

_0..0

₀

_0..0

₀

_0..0

_0%

_%

2 2 L

L-

- 1

1

15

50

00

0

10

1 0..3

3

5 5..0

0

2

25 5..0

0%

%

2 2 L

L-

- 2

2

24

40

00

0

1

16 6..5

5

1

10 0..0

0

5

50 0..0

0%

%

2 2 L

L-

- 3

3

33

30

00

0

2

22 2..8

8

1

15 5..0

0

7

75 5..0

0%

%

2 2 L

L-

- 4

4

42

20

00

0

2

29 9..0

0

2

20 0..0

0

1

10

00 0..0

0%

%

2 2 U

U-

- 1

1 ₂

₂₄

₄₀

₀₀

₀

₁

₁₆

_6..5

₅

₁

₁₀

_0..0

₀

₅

₅₀

_0..0

_0%

_%

2 2 U

U-

- 2

2 ₀

₀

_0..0

₀

_0..0

₀

_0..0

_0%

_%

30

5

30

20

10

5

10

10 Increment

Increment

10

10 WORKING TEST PILE (TP01) 1500 mm DIAMETER (SINGLE LEVEL O-CELL® TEST)

WORKING TEST PILE (TP01) 1500 mm DIAMETER (SINGLE LEVEL O-CELL® TEST)

LOADING SCHEDULE

Lancaster Lincoln Project

Pile size:

O-cell

®

(min)

Holding Time

10

5

5 Pressure

Pressure

10

10 --10

10

(11)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 8

8 of

of 10

10 TEST RESULTS AND ANALYSES

TEST RESULTS AND ANALYSES

General:

General: The loads applied by the O-cell assembly act in two opposing

The loads applied by the O-cell assembly act in two opposing

directions, co

directions, counteracted by the resist

unteracted by the resistance of the pile abov

ance of the pile above and below.

e and below. For the

For the

purpose of the analysis herein, it is assumed that the O-cell assembly does not

impose an additional upward load until its expansion force exceeds the buoyant

weight of the pile above the O-cell assembly. Therefore,

weight of the pile above the O-cell assembly. Therefore, net load

net load, which is

, which is

defined as gross O-cell load minus the buoyant weight of the pile above, is used

to determine skin friction resistance above the O-cells and to construct the

equivalent top load

equivalent top load displacement curve.

displacement curve. For this

For this test a

test a pile buoyant

pile buoyant weight of

weight of

1.46 MN above the O-cells was calculated.

Upper Skin Friction Resistance:

The

The O-cell

O-cell assembly

assembly applied

applied a

a maximum

maximum

upward

upward net load

net load of 20.2

of 20.2 MN to the

MN to the upper side s

upper side shear at load

hear at load interval 1L-

interval 1L-20

20 (Appendix

(Appendix A, Pages

A, Pages 7 & 8, Figu

7 & 8, Figures 1 to 3

res 1 to 3).

). At this loa

At this loading, the

ding, the upward

upward

displaceme

displacement of the

nt of the top of the

top of the O-cells was 16.8 mm.

O-cells was 16.8 mm.

Combined End Bearing and Lower Skin Friction Resistance:

The

The O-cell

O-cell

assembly applied a maximum downward load of 21.6 MN at load interval 1L-20

(Appendix

(Appendix A, Pages 7

A, Pages 7 & 8, Figur

& 8, Figures 1 to 3).

es 1 to 3). At this load

At this loading, the ave

ing, the average

rage

downward displacement of the O-cell base was 10.6 mm.

Strain Gauge Analysis:

Strain Gauge Analysis: The strain gauge data

The strain gauge data appear in Appendix A,

appear in Appendix A, Pages 5

Pages 5

to 12 and the average strain measured at each level of strain gauges during the

test are plotte

test are plotted in Figur

d in Figure 4.

e 4. On the day

On the day of the test, the

of the test, the average u

average unconfined

nconfined

compressive strength f´

c

was

was reported to be

reported to be 64.0

64.0 MPa. Pile stiffness

MPa. Pile stiffness (AE) is

(AE) is

estimated using ACI compare with the tangent stiffness analysis. The load

distribution curves for each load increment, based on applied O-cell load and

computed strai

computed strain gauge loads

n gauge loads, are presented in Fig

, are presented in Figure 5.

ure 5. Mobilized ne

Mobilized net unit skin

t unit skin

friction vs. displacement (t-z) curves based on the strain gauge data and

estimated pi

estimated pile stiffness are p

le stiffness are presented in F

resented in Figures 6 & 7

igures 6 & 7.

. Skin friction v

Skin friction values for

alues for

loading increment 1L-20 follow in Table A:

(12)

FUGRO

FUGRO SINGAPORE

SINGAPORE PROJECT

PROJECT NO:

NO: 16828I-1

16828I-1

Page

Page 9

9 of

of 10

10 TABLE A: Average Net Unit Skin

TABLE A: Average Net Unit Skin Friction

Friction Values for 1L-20

Values for 1L-20

Load Transfer Zone

Soil Profile

(BH1)

Average

SPT

Net Unit Skin

Friction

1

1 N value

N value

Zero Shear to

Strain Gauge Level 15

Backfill,

Clay

0

3 3 kPa

kPa

--Strain Gauge Level 15 to

Strain Gauge Level 15 to

Strain Gauge Level 14

Clay

1

8 8 kPa

kPa

8.0 8.0 x

x N

N

Strain Gauge Level 14 to

Strain Gauge Level 13

Clay,

Silty Clay

7

25 25 kPa

kPa

3.5 3.5 x

x N

N

Strain Gauge Level 13 to

Strain Gauge Level 12

Silty Clay

14

72 72 kPa

kPa

5.1 5.1 x

x N

N

Strain Gauge Level 12 to

Strain Gauge Level 11

9

9 46 kPa

46 kPa

(58 kPa at 1L-18)

5.1 x N

Strain Gauge Level 11 to

Strain Gauge Level 10

8

128 128 kPa

kPa

16.0 16.0 x

x N

N

Strain Gauge Level 10 to

Strain Gauge Level 9

Fine

Fine Sand

Sand

25

149 149 kPa

kPa

5.9 5.9 x

x N

N

Strain Gauge Level 9 to

Strain Gauge Level 8

Clay

40

115 115 kPa

kPa

2.9 2.9 x

x N

N

Strain Gauge Level 8 to

Strain Gauge Level 7

44

109 109 kPa

kPa

2.5 2.5 x

x N

N

Strain Gauge Level 7 to

O-cell

Clay,

Sandy Clay

37

101 101 kPa

kPa

2.7 2.7 x

x N

N

O-cell to Strain Gauge

Level 5

Clayey

Clayey Sand

Sand

39

120 120 kPa

kPa

3.1 3.1 x

x N

N

Strain Gauge Level 5 to

Strain Gauge Level 3

Silty

Silty Fine

Fine Sand

Sand

50

151 151 kPa

kPa

3.0 3.0 x

x N

N

Strain Gauge Level 3 to

Strain Gauge Level 1

Silty Clay,

Silty Fine Sand

40

228 228 kPa

kPa

5.7 5.7 x

x N

N

1

1 For upward

For upward-loaded skin

-loaded skin friction, the

friction, the buoyant we

buoyant weight of

ight of pile in

pile in each zone

each zone has been

has been subtracted

subtracted

from the load shed in the resp

from the load shed in the respective zone.

ective zone. Note that net unit skin friction derived

Note that net unit skin friction derived from the

from the

strain gauges may not be ultimate va

strain gauges may not be ultimate values.

lues. Strain Gauge Level 2, 4, 6 yield unusua

Strain Gauge Level 2, 4, 6 yield unusual load and

l load and

are not included in the analysis.

Equivalent Top Load-Displacement

Equivalent Top Load-Displacement: Figure 8 presents the equivalent top load

: Figure 8 presents the equivalent top load

(ETL) curve.

(ETL) curve. The procedure for

The procedure for calculating the curve is

calculating the curve is described in Appendix

described in Appendix C.

C. For a

For a top loading of

top loading of 20.0

20.0 MN, the

MN, the adjusted test data

adjusted test data indicate this pile

indicate this pile would

would

displace appro

displace approximately 17.2 m

ximately 17.2 mm.

m. For a top loading of 40.0 MN, the adjuste

For a top loading of 40.0 MN, the adjusted test

d test

data indicate this pile would displace approximately 36.7 mm.

(13)

FUGRO SINGAPORE PROJECT NO: 16828I-1

Page 10 of 10

LIMITATIONS AND STANDARD OF CARE

The instrumentation, testing services and data analysis provided by Fugro

Singapore Pte. Ltd., outlined in this report, were performed in accordance with

the accepted standards of care recognized by professionals in the bored pile and

foundation engineering industry.

Please note that some of the information contained in this report is based on data

(i.e. pile diameter, elevations and concrete strength) provided by others. The

engineer, therefore, should come to his or her own conclusions with regard to the

analyses as they depend on this information. In particular, Fugro Singapore Pte.

Ltd. typically does not observe and record bored pile construction details to the

level of precision that the project engineer may require. In many cases, we may

not be present for the entire duration of pile construction. Since construction

technique can play a significant role in determining the load bearing capacity of a

bored pile, the engineer should pay close attention to the bored pile construction

details that were recorded elsewhere.

__________________________________

We trust that this information will meet your current project needs. If you have

any questions, please do not hesitate to contact us at +65 6908 2706.

Prepared by

______________________

Lee Yeong Kang, B. Eng,

Reviewed by

_________________________

Wong Wai Keat, B. Eng.

(14)

Pile: (TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam)

Nominal

pile

diameter

=

1500

mm

O-cells:

24-9H-00054,

24-9H-00056

=

610 mm

Length of pile zone above break at base of O-cells

=

59.09 m

Length of pile zone below break at base of O-cells

=

25.07 m

Skin

friction

area

above

O-cell

base

=

279.5 m²

Skin

friction

area

below

O-cell

base

=

118.1 m²

Pile

base

area

=

1.8 m²

Bouyant weight of pile above base of O-cells

=

1.5 MN

Elevation

of

top

of

pile

concrete

=

-0.92

m

Design

Cut-off

Elevation

=

-10.00

m

Elevation

of

ground

surface

=

+0.00

m

Elevation

of

base

of

O-cell

assembly

¹

=

-60.00

m

Elevation

of

pile

tip

=

-85.07

m

Telltale Sections:

Elevation of top of telltale used for upper pile compression

=

+0.00 m

Elevation of bottom of telltale used for upper pile compression

=

-59.56 m

Elevation of top of telltale used for pile tip movement

=

+0.00 m

Elevation of bottom of telltale used for pile tip movement

=

-84.80 m

Strain Gauges:

Elevation of Strain Gauge Level 15

=

-5.60 m

Elevation

of

Strain

Gauge

Level

14 =

-13.20

m

Elevation of Strain Gauge Level 13

=

-20.20 m

Elevation

of

Strain

Gauge

Level

12 =

-26.20

m

Elevation of Strain Gauge Level 11

=

-31.70 m

Elevation of Strain Gauge Level 10

=

-37.00 m

Elevation of Strain Gauge Level 9

=

-42.00 m

Elevation of Strain Gauge Level 8

=

-47.00 m

Elevation

of

Strain

Gauge

Level

7 =

-52.00

m

Elevation of Strain Gauge Level 6

=

-57.00 m

Elevation of Strain Gauge Level 5

=

-63.50 m

Elevation

of

Strain

Gauge

Level

4 =

-68.50

m

Elevation of Strain Gauge Level 3

=

-73.50 m

Elevation

of

Strain

Gauge

Level

2 =

-78.50

m

Elevation of Strain Gauge Level 1

=

-83.50 m

Miscellaneous:

Top

plate

diameter

(50

mm

thick)

=

1,260

mm

Bottom

plate

diameter

(50

mm

thick)

=

1,260

mm

Assumed concrete unit weight

=

2322 kg/m³

Reported 29-day unconfined compressive concrete strength

=

64.0 MPa

Calculated

29-day

concrete

modulus

=

34412.7

MPa

The break between upward and downward movement at the O-cell assembly

SUMMARY OF DIMENSIONS, ELEVATIONS & PILE PROPERTIES

TABLE B

(15)

(16)

(17)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 1

-20.00

-15.00

-10.00

-5.00

0.00

5.00

10.00

15.00

20.00

0

5

10

15

20

25 D

i

s

p

l

a

c

e

m

e

n

t

(

m

)

O-cell Gross Load ( MN )

Osterberg Cell Load-Displacement

Upward Top of O-cell

Downward Base of O-cell

Upward Top of Pile Displacement

Downward Pile Tip Displacement

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

10.00

15.00

20.00

25.00 O

- c

e

l

G

r

o

s

L

o

a

d

(

M

N

)

Time-Osterberg Cell Load

(18)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 2

0.00

5.00

10.00

15.00

20.00

25.00 9-Sep 11:00 9-Sep 12:00 9-Sep 13:00 9-Sep 14:00 9-Sep 15:00 9-Sep 16:00 9-Sep 17:00 9-Sep 18:00 9-Sep 19:00

O

- c

e

l

G

r

o

s

L

o

a

d

(

M

N

)

Time ( hh:mm )

Time-Osterberg Cell Load

O-cell Load

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

-10.00

-5.00

0.00

5.00

10.00

15.00

20.00 D

i

s

p

l

a

c

e

m

e

n

t

(

m

)

Time-Osterberg Cell Displacement

Upward Top of Pile Displacement

Upward Top of O-cell

Downward Base of O-cell

Downward Pile Tip Displacement

(19)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 3

-20.00

-15.00

-10.00

-5.00

0.00

5.00

10.00

15.00

20.00 9-Sep 11:00 9-Sep 12:00 9-Sep 13:00 9-Sep 14:00 9-Sep 15:00 9-Sep 16:00 9-Sep 17:00 9-Sep 18:00

D

i

s

p

l

a

c

e

m

e

n

t

(

m

)

Time ( hh:mm )

Time-Osterberg Cell Displacement

Upward Top of Pile Displacement

Upward Top of O-cell

Downward Base of O-cell

Downward Pile Tip Displacement

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

150.00

200.00

250.00

300.00

350.00

400.00

450.00 M

i

c

r

o

s

t

r

a

i

n

(

)

Osterberg Cell Load-Strain Gauge Microstrain

SG 1 Average

SG 2 Average

SG 3 Average

SG 4 Average

SG 5 Average

SG 6 Average

SG 7 Average

SG 8 Average

SG 9 Average

SG 10 Average

SG 11 Average

SG 12 Average

SG 13 Average

SG 14 Average

SG 15 Average

(20)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 4

0.00

50.00

100.00

150.00

200.00

250.00

300.00

350.00

400.00

450.00

0.00

5.00

10.00

15.00

20.00

25.00 M

i

c

r

o

s

t

r

a

i

n

(

)

O-cell Gross Load ( MN )

Osterberg Cell Load-Strain Gauge Microstrain

SG 1 Average

SG 2 Average

SG 3 Average

SG 4 Average

SG 5 Average

SG 6 Average

SG 7 Average

SG 8 Average

SG 9 Average

SG 10 Average

SG 11 Average

SG 12 Average

SG 13 Average

SG 14 Average

SG 15 Average

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

-60

-50

-40

-30

-20

-10

+0

E

l

e

v

a

t

i

o

n

(

m

)

Strain Gauge Load Distribution

Top of Pile

S. G. Level 12

S. G. Level 11

S. G. Level 10

S. G. Level 9

S. G. Level 8

S. G. Level 7

S. G. Level 13

S. G. Level 5

O-cell Points

S. G. Level 14

S. G. Level 15

(21)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 5

-90

-80

-70

-60

-50

-40

-30

-20

-10

+0

0.00

5.00

10.00

15.00

20.00

25.00 E

l

e

v

a

t

i

o

n

(

m

)

Load ( MN )

Strain Gauge Load Distribution

Top of Pile

Bottom of Pile

S. G. Level 12

S. G. Level 11

S. G. Level 10

S. G. Level 9

S. G. Level 8

S. G. Level 7

S. G. Level 3

S. G. Level 13

S. G. Level 1

S. G. Level 5

O-cell Points

S. G. Level 14

S. G. Level 15

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

100.00

150.00

200.00

250.00

300.00 U

n

i

t

S

k

i

n

F

r

i

c

t

i

o

n

(

k

P

a

)

Mobilized Upward Net Unit Skin Friction

Zone 13 - Zero Shear to SG 15

Zone 12 - SG 15 to SG 14

Zone 11 - SG 14 to SG 13

Zone 10 - SG 13 to SG 12

Zone 9 - SG 12 to SG 11

Zone 8 - SG 11 to SG 10

Zone 7 - SG 10 to SG 9

Zone 6 - SG 9 to SG 8

Zone 5 - SG 8 to SG 7

Zone 4 - SG 7 to O-cell

(22)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 6

0.00

50.00

100.00

150.00

200.00

250.00

300.00

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

50.00 U

n

i

t

S

k

i

n

F

r

i

c

t

i

o

n

(

k

P

a

)

Upward Average Zone Movement ( mm )

Mobilized Upward Net Unit Skin Friction

Zone 13 - Zero Shear to SG 15

Zone 12 - SG 15 to SG 14

Zone 11 - SG 14 to SG 13

Zone 10 - SG 13 to SG 12

Zone 9 - SG 12 to SG 11

Zone 8 - SG 11 to SG 10

Zone 7 - SG 10 to SG 9

Zone 6 - SG 9 to SG 8

Zone 5 - SG 8 to SG 7

Zone 4 - SG 7 to O-cell

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

100.00

150.00

200.00

250.00 U

n

i

t

S

k

i

n

F

r

i

c

t

i

o

n

(

k

P

a

)

Mobilized Downward Unit Skin Friction

Zone 3 - O-cell to SG 5

Zone 2 - SG 5 to SG 3

(23)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 7

0.00

50.00

100.00

150.00

200.00

250.00

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

50.00 U

n

i

t

S

k

i

n

F

r

i

c

t

i

o

n

(

k

P

a

)

Downward Average Zone Movement ( mm )

Mobilized Downward Unit Skin Friction

Zone 3 - O-cell to SG 5

Zone 2 - SG 5 to SG 3

Zone 1 - SG 3 to SG 1

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

-70.00

-60.00

-50.00

-40.00

-30.00

-20.00

-10.00

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00 D

i

s

p

l

a

c

e

m

e

n

t

(

m

)

(24)

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Fugro Singapore Pte. Ltd. Project No. 16828I-1

Figure 8

-100.00

-90.00

-80.00

-70.00

-60.00

-50.00

-40.00

-30.00

-20.00

-10.00

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00 D

i

s

p

l

a

c

e

m

e

n

t

(

m

)

Equivalent Top Load ( MN )

Equivalent Top Load-Displacement

With Elastic Compression

Rigid Curve

Settlements:

20.00 MN (WL)

40.00 MN (2xWL)

17.2 mm

36.7 mm

APPENDIX A

(25)

FUGRO SINGAPORE PROJECT NO: 16828I-1

APPENDIX A

(26)

Load Hold O-cell Top of Pile Upper Compression Telltales

Test Time Time Pressure Load A-LEICA 1 B-LEICA 2 Average A-1240806 B-1240804 C-1240805 D-1240808 Average Increment (minutes) (hh:mm:ss) (MPa) (MN) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm)

1L-0 - 11:27:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1L-1 1 11:38:00 6.21 2.55 0.08 0.11 0.09 0.01 0.39 0.35 0.32 0.27 1L-1 5 11:42:00 6.21 2.55 0.12 0.14 0.13 -0.01 0.39 0.34 0.32 0.26 1L-1 10 11:47:00 6.21 2.55 0.07 0.09 0.08 0.00 0.40 0.35 0.34 0.27 1L-2 1 11:50:00 8.96 3.64 0.07 0.10 0.08 0.01 0.62 0.55 0.57 0.44 1L-2 5 11:54:00 8.96 3.64 0.06 0.09 0.08 0.02 0.65 0.57 0.59 0.46 1L-2 10 11:59:00 8.96 3.64 0.04 0.08 0.06 0.03 0.66 0.59 0.60 0.47 1L-3 1 12:02:00 11.72 4.73 0.07 0.11 0.09 0.03 1.00 0.89 0.92 0.71 1L-3 5 12:06:00 11.72 4.73 0.15 0.16 0.15 0.03 1.01 0.90 0.93 0.72 1L-3 10 12:11:00 11.72 4.73 0.12 0.13 0.13 0.02 1.02 0.91 0.94 0.72 1L-4 1 12:13:00 13.79 5.55 0.16 0.19 0.17 0.02 1.24 1.12 1.16 0.88 1L-4 5 12:17:00 13.79 5.55 0.15 0.19 0.17 0.02 1.27 1.14 1.18 0.90 1L-4 10 12:22:00 13.79 5.55 0.17 0.19 0.18 0.01 1.28 1.15 1.19 0.91 1L-5 1 12:24:00 16.55 6.64 0.15 0.19 0.17 0.07 1.64 1.48 1.53 1.18 1L-5 5 12:28:00 16.55 6.64 0.12 0.18 0.15 0.15 1.69 1.53 1.58 1.24 1L-5 10 12:33:00 16.55 6.64 0.14 0.20 0.17 0.19 1.73 1.57 1.62 1.28 1L-6 1 12:35:00 19.31 7.73 0.19 0.24 0.22 0.58 2.06 1.88 1.92 1.61 1L-6 5 12:39:00 19.31 7.73 0.22 0.27 0.24 0.69 2.09 1.90 1.95 1.66 1L-6 10 12:44:00 19.31 7.73 0.27 0.32 0.29 0.72 2.12 1.93 1.98 1.69 1L-7 1 12:46:00 21.37 8.55 0.29 0.31 0.30 0.96 2.35 2.16 2.20 1.92 1L-7 5 12:50:00 21.37 8.55 0.28 0.31 0.29 1.02 2.37 2.18 2.22 1.95 1L-7 10 12:55:00 21.37 8.55 0.28 0.31 0.29 1.06 2.42 2.23 2.27 1.99 1L-8 1 12:57:00 24.13 9.64 0.31 0.34 0.33 1.41 2.74 2.50 2.59 2.31 1L-8 5 13:01:00 24.13 9.64 0.29 0.34 0.31 1.49 2.82 2.58 2.66 2.39 1L-8 10 13:06:00 24.13 9.64 0.33 0.40 0.36 1.56 2.89 2.64 2.73 2.45 1L-9 1 13:09:00 26.89 10.73 0.39 0.44 0.41 1.89 3.22 2.94 3.04 2.77 1L-9 5 13:13:00 26.89 10.73 0.40 0.45 0.42 1.99 3.30 3.02 3.12 2.86 1 L - 9 10 13:18:00 26.89 10.73 0.36 0.44 0.40 2.06 3.36 3.08 3.18 2.92 1 L - 10 1 13:20:00 28.96 11.55 0.41 0.48 0.44 2.28 3.59 3.29 3.40 3.14 1 L - 10 5 13:24:00 28.96 11.55 0.47 0.53 0.50 2.40 3.71 3.42 3.52 3.26 1 L - 10 10 13:29:00 28.96 11.55 0.41 0.49 0.45 2.44 3.74 3.44 3.56 3.29 1 L - 11 1 13:32:00 31.72 12.64 0.45 0.54 0.49 2.81 4.13 3.82 3.94 3.68 1 L - 11 5 13:36:00 31.72 12.64 0.49 0.56 0.53 2.96 4.26 3.94 4.06 3.81 1 L - 11 10 13:41:00 31.72 12.64 0.57 0.65 0.61 3.00 4.31 3.99 4.11 3.85 1 L - 12 1 13:44:00 34.47 13.73 0.59 0.66 0.62 3.47 4.78 4.45 4.60 4.33 1 L - 12 5 13:48:00 34.47 13.73 0.60 0.69 0.64 3.56 4.85 4.51 4.66 4.40 1 L - 12 10 13:53:00 34.47 13.73 0.63 0.72 0.67 3.64 4.94 4.59 4.74 4.48 1 L - 13 1 13:55:00 36.54 14.55 0.70 0.79 0.74 3.91 5.23 4.87 5.03 4.76 1 L - 13 5 13:59:00 36.54 14.55 0.73 0.82 0.77 4.03 5.34 4.98 5.13 4.87 1 L - 13 10 14:04:00 36.54 14.55 0.76 0.86 0.81 4.09 5.41 5.04 5.19 4.93 1 L - 14 1 14:07:00 39.30 15.64 0.92 0.98 0.95 4.54 5.85 5.47 5.62 5.37 1 L - 14 5 14:11:00 39.30 15.64 0.89 0.95 0.92 4.64 5.99 5.59 5.75 5.49 1 L - 14 10 14:16:00 39.30 15.64 0.92 0.99 0.95 4.71 6.03 5.64 5.80 5.54 1 L - 15 1 14:19:00 42.06 16.73 1.04 1.10 1.07 5.23 6.57 6.15 6.32 6.07 1 L - 15 5 14:23:00 42.06 16.73 1.09 1.16 1.12 5.29 6.64 6.22 6.40 6.14 1 L - 15 10 14:28:00 42.06 16.73 1.16 1.22 1.19 5.31 6.68 6.25 6.44 6.17 1 L - 16 1 14:30:00 44.13 17.54 1.24 1.30 1.27 5.63 7.02 6.58 6.79 6.51 1 L - 16 5 14:34:00 44.13 17.54 1.33 1.37 1.35 5.70 7.11 6.66 6.87 6.58 1 L - 16 10 14:39:00 44.13 17.54 1.37 1.39 1.38 5.74 7.13 6.68 6.90 6.61 1 L - 17 1 14:41:00 46.88 18.64 1.43 1.46 1.45 6.13 7.55 7.09 7.32 7.02 1 L - 17 5 14:45:00 46.88 18.64 1.54 1.59 1.56 6.28 7.69 7.22 7.45 7.16 1 L - 17 10 14:50:00 46.88 18.64 1.59 1.64 1.61 6.34 7.76 7.30 7.53 7.23 1 L - 18 1 14:53:00 49.64 19.73 1.76 1.82 1.79 6.80 8.25 7.77 8.00 7.71 1 L - 18 5 14:57:00 49.64 19.73 1.90 1.96 1.93 6.93 8.37 7.89 8.11 7.83 1 L - 18 10 15:02:00 49.64 19.73 1.97 2.02 1.99 7.00 8.45 7.96 8.19 7.90 1 L - 19 1 15:06:00 51.71 20.54 2.16 2.20 2.18 7.38 8.83 8.34 8.58 8.28 1 L - 19 5 15:10:00 51.71 20.54 2.37 2.40 2.39 7.49 8.94 8.44 8.69 8.39 1 L - 19 10 15:15:00 51.71 20.54 2.57 2.60 2.58 7.59 9.05 8.54 8.80 8.50 1 L - 20 1 15:20:00 54.47 21.64 3.51 3.54 3.52 8.38 9.85 9.33 9.59 9.29 1 L - 20 5 15:24:00 54.47 21.64 4.46 4.49 4.47 8.52 9.98 9.46 9.70 9.41 1 L - 20 10 15:29:00 54.47 21.64 5.34 5.36 5.35 8.62 10.09 9.56 9.81 9.52 1 L - 20 15 15:34:00 54.47 21.64 6.17 6.17 6.17 8.68 10.15 9.62 9.86 9.58 1 L - 20 20 15:39:00 54.47 21.64 7.19 7.17 7.18 8.73 10.20 9.67 9.91 9.63 1U-1 1 15:43:00 42.06 16.73 7.57 7.56 7.57 8.61 9.71 9.31 9.53 9.29 1U-1 5 15:47:00 42.06 16.73 7.60 7.59 7.59 8.60 9.70 9.30 9.51 9.28 1 U - 1 10 15:52:00 42.06 16.73 7.61 7.60 7.60 8.60 9.70 9.29 9.51 9.27 1U-2 1 15:54:00 28.96 11.55 7.43 7.42 7.43 7.84 8.78 8.49 8.64 8.44 1U-2 5 15:58:00 28.96 11.55 7.43 7.44 7.44 7.83 8.77 8.47 8.63 8.43 1 U - 2 10 16:03:00 28.96 11.55 7.43 7.44 7.44 7.81 8.76 8.46 8.62 8.41 1U-3 1 16:05:00 16.55 6.64 7.20 7.18 7.19 6.79 7.67 7.46 7.54 7.36 1U-3 5 16:09:00 16.55 6.64 7.18 7.15 7.17 6.78 7.66 7.45 7.54 7.36 1U-3 10 16:14:00 16.55 6.64 7.17 7.15 7.16 6.78 7.66 7.44 7.53 7.35 1U-4 1 16:17:00 0.00 0.00 6.58 6.57 6.57 4.48 5.17 5.19 5.09 4.98 1U-4 5 16:21:00 0.00 0.00 6.51 6.50 6.51 4.44 5.13 5.15 5.05 4.94 1U-4 10 16:26:00 0.00 0.00 6.48 6.47 6.47 4.42 5.11 5.13 5.02 4.92 1U-4 15 16:31:00 0.00 0.00 6.46 6.44 6.45 4.42 5.10 5.12 5.02 4.91 1U-4 30 16:46:00 0.00 0.00 6.49 6.48 6.49 4.39 5.07 5.09 4.98 4.88 2L-1 1 16:53:00 10.34 4.18 6.59 6.56 6.57 4.52 5.56 5.43 5.36 5.22 2L-1 5 16:57:00 10.34 4.18 6.59 6.57 6.58 4.52 5.56 5.43 5.35 5.22 2L-2 1 17:01:00 16.55 6.64 6.65 6.65 6.65 4.92 6.10 5.87 5.85 5.69 2L-2 5 17:05:00 16.55 6.64 6.66 6.65 6.65 4.94 6.12 5.88 5.86 5.70 2L-3 1 17:09:00 22.75 9.09 6.76 6.75 6.76 5.48 6.71 6.42 6.44 6.26 2L-3 5 17:13:00 22.75 9.09 6.64 6.62 6.63 5.49 6.72 6.43 6.45 6.27 2L-4 1 17:19:00 28.96 11.55 6.92 6.89 6.90 6.09 7.35 7.00 7.07 6.88 2L-4 5 17:23:00 28.96 11.55 6.94 6.91 6.93 6.10 7.38 7.02 7.10 6.90 2U-1 1 17:25:00 16.55 6.64 6.79 6.75 6.77 5.72 6.65 6.46 6.48 6.33 2U-1 5 17:29:00 16.55 6.64 6.78 6.75 6.76 5.71 6.64 6.45 6.47 6.32 2U-2 1 17:31:00 0.00 0.00 6.56 6.52 6.54 4.34 5.06 5.06 4.95 4.86 2U-2 5 17:35:00 0.00 0.00 6.53 6.49 6.51 4.32 5.04 5.04 4.93 4.83 2U-2 10 17:40:00 0.00 0.00 6.52 6.48 6.50 4.31 5.01 5.01 4.91 4.81 2U-2 15 17:45:00 0.00 0.00 6.51 6.48 6.49 4.29 4.99 4.99 4.88 4.79 2U-2 30 18:00:00 0.00 0.00 6.54 6.45 6.49 4.26 4.96 4.96 4.85 4.76

Upward Top of Pile Movement and Upper Pile Compression

TP01 - Lancaster Lincoln Project - District 4, Ho Chi Minh City, Vietnam

Appendix A, Page 1 of 12

Fugro Singapore Pte. Ltd. Project No. 16828I-1