final report rev. 1.0 bh sv-6x (platform)

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GEOTECHNICAL INVESTIGATION REPORT

FINAL REPORT

REPORT NO.: PGS/SI/2013/CLJOC/06/SV-6X/FR

(REV 1.0 – 15 JULY 2013)

TO

CUULONG JOINT OPERATING

COMPANY (CLJOC)

FOR

SOIL BORING AT

BH SV-6X

BLOCK 15-1OFFSHORE VIETNAM

Prepared by:

PTSC GEOS & SUBSEA SERVICES COMPANY LIMITED/

ASIAN GEOS SDN. BHD.

14th Floor, Petro Hotel,

No. 9, Hoang Dieu Street, Ward 1,

Vung Tau City, S. R. Vietnam.

Telephone: +84-64-3588999 (9 Lines)

Fax: +84-64-3588998



Report No.: PGS/SI/2013/CLJOC/06/SV-6X/FR

Revision 1.0

CONTENTS

Page

SUMMARY (i) and (ii)

1.0 INTRODUCTION 1

1.1 Scope of Work 1

2.0 FIELD INVESTIGATION 3

2.1 Site Organization 3

2.2 Positioning and Anchoring of Vessel 4

2.3 Water Depth Measurement 5

2.5 Drilling, Sampling and In Situ Testing 5

3.0 LABORATORY TESTING 6

4.0 SUBSOIL CONDITIONS 7

5.0 DESIGN PROFILE 9

5.1 Submerged Density 9

5.2 Undrained Shear Strength 9

5.3 Granular Soils 11

5.4 State of Consolidation 12

5.5 Sensitivity 12

6.0 AXIAL PILE CAPACITY 14

6.1 Computation Methods 15

6.2 Limiting Values 15

6.3 Results of the Computation 16

7.0 LATERAL RESISTANCE (P-Y) DATA 17

8.0 LOAD REFORMATION (T-Z & Q-Z) DATA 18

9.0 MUD MAT DESIGN 19

9.1 Mud Mat Bearing Capacity 19

9.2 Sliding Stability 20

10.0 PILE INSTALLATION 21

10.1 Estimation of SRD 21



Report No.: PGS/SI/2013/CLJOC/06/SV-6X/FR

Revision 1.0

10.2 Set-up Due to Delays in Driving 22

10.3 Wave Equation Analyses 22

10.4 Stresses Due to Weight of Hammer during Placement 22

10.5 Stresses during Driving 23

10.6 Self Penetration 24

10.7 Result of the Driveability Analyses 25

11.0 LIST OF REFERENCES 26

12.0 LIST OF PLATES 27



Report No.: PGS/SI/2013/CLJOC/06/SV-6X/FRRevision 1.0

i

SUMMARY

CUU LONG JOINT OPERATING COMPANY (CLJOC) awarded the contract to PTSC Geos &

Subsea Services Co., Ltd (PTSC G&S) and for offshore geotechnical investigation services at Block

15-1 Field, Offshore Vietnam, Vietnam.

PTSC G&C and PTSC G&C’s sub-contractor Asian Geos Sdn. Bhd. (AGSB) performed the site

investigation from the geotechnical vessel MV PTSC Surveyor. This 4-point mooring vessel is

equipped with a geotechnical equipment spread consisting of a Top Drive Motion Compensated

drilling rig system, in situ CPTU system, and a field laboratory.

This report presents the final documentation of the soil investigation works performed at BH SV-

6X, Block 15-1 Offshore Vietnam, Vietnam. Fieldwork was performed from 17 th April 2013 to 19th

April 2013 with one (1) alternate 140m sampling and CPTU hole.

The actual coordinates and water depth of the borehole are tabulated as below:

Location Coordinates

Water DepthWGS 84

Latitude Longitude Easting Northing

BH SV-6X 10°20'22.426"N 108°18'32.451"E 862 460.08m 1 144836.27m 47.08m LAT

Results from alternate sampling and CPTU tests indicated that the subsoil encountered at BH SV-

6X location comprises generally alternating layers of clay, silt and sand until the final depth of

penetration.

Results of field laboratory testing for the borehole are summarized in the Summary Boring on the

Plate 12.

In the selection of the design parameters, higher weightage was given to the results from UU

triaxial test and CPTU data. Design profiles were selected as discussed in Section 5.0 for the

location and as shown on Plate 5. The shear strengths were deduced from CPTU results with

adopted cone factor ‘Nkt’ of about 20 to 25 (30m to 132.8m) and 25 to 28 (134m to 139.8m). The

clays can be classified as normally consolidated to over-consolidated.

Ultimate axial pile capacity curves were computed based on the recommendations by API RP 2A

(2000) Method. The results are presented on Plates 15a to 15d for the 762mm (30-in), 914mm

(36-in) diameter conductors and 1219mm (48-in) diameter piles for this location. A factor of safety

of 2.0 is considered appropriate for normal operating loads and factor of safety of 1.5 should be

used with respect to maximum storm loads.




ii

Lateral soil resistance versus pile deflection (P-Y) data for corresponding piles were generated

and tabulated on Plates 17a to 17i. The P-Y data developed for this study is applicable to single

and isolated pile subjected to repeated lateral load and is presented for cyclic loading condition.

The value of the neutral penetration (Xr ) was determined to be in the range of 10m to 15m for this

location.

The mobilized values of skin friction and end bearing as a function of axial pile displacement (T-Z

and Q-Z) were developed and tabulated on Plates 18a to 18l and 19a to 19p respectively. The T-

residual value was taken as 90% of the peak based on UU results and local experience. The

quake value (Zmax) at T-peak value is assumed to be 1% of pile diameter for clay, which is in

accordance to the recommendation by the API RP 2A (2000). The quake value (Z max) at Q-peak

value is assumed to be 10% of pile diameter.

Computation of mud mat bearing capacity is discussed in Section 9.0 herein. A factor of safety of

2 is recommended to be applied to determine the mat area. Result of the pile installation study is

discussed in Section 10.0 herein.

Two (2) conductor and one (1) pile diameters were selected for the driveability analysis, namely

the 762mm (30-in) and 914mm (36-in) diameter conductors and the 1219mm (48-in) diameter

pile. Two (2) hammer types considered were the IHC S280 and IHC S750 hammers at 90%

efficiency.




1

1.0 INTRODUCTION

CUU LONG JOINT OPERATING COMPANY (CLJOC) awarded the contract to PTSC GEOS &

SUBSEA Services CO., LTD. for offshore soil investigation services at Block 15-1 Field,

Offshore Vietnam, Vietam.

PTSC G&C and PTSC G&C’s sub-contractor Asian Geos Sdn. Bhd. (AGSB) performed the site

investigation from the geotechnical vessel MV PTSC Surveyor. This 4-point mooring vessel is

equipped with a geotechnical equipment spread consisting of a Top Drive Motion Compensated

drilling rig system, in situ CPTU system, and a field laboratory.

The general purpose of the investigation was to collect geotechnical data for the assessment of

the proposed platform foundation at BH SV-6X, Block 15-1, Offshore Vietnam, Vietnam.

This report specifically presents the final documentation of the soil investigation works

performed at SV-6X, Block 15-1, Offshore Vietnam, Vietnam. Fieldwork was performed from

17th April 2013 to 19th April 2013 for the sampling and CPTU.

1.1 Scope of Work

The geotechnical campaign’s scope of work can be summarized as follows:

a) Provide complete marine spread, i.e. vessel, drilling rig, in situ testing equipment and

field laboratory;

b) Conduct water depth measurements;

c) Perform drilling, sampling, down-hole cone penetration test with pore pressure

measurement (CPTU), field laboratory tests and preliminary field engineering analyses

onboard; one (1) alternate 140m sampling and CPTU hole.

d) Carry out additional laboratory testing onshore and engineering analyses pertaining to

the proposed foundation including consolidation test at every soil layer up to 20m depth.

e) Submit field, factual and engineering reports to present the results of the fieldwork and

engineering analyses:

f) The contents of the engineering report shall include the followings;

i) Final corrected location of all sampling and in-situ CPTU testing points, with a

location map and WGS84 coordinates in the reference system,

ii) Final corrected water depth records, with the reference level and tidal variations,

iii) Brief description of the offshore works,

iv) Summary graphs of the soil parameters required for piled foundation analysis

design purposes,

v) Design of pile foundations (for two (2) conductor diameters namely 762mm (30-

inch), 914mm (36-inch) and one (1) pile diameter namely 1219mm (48-inch)),




2

including unit skin friction and end bearing resistance, ultimate axial pile capacity

under compression and tension loading, vertical and lateral load-displacement

behaviour (P-Y and T-Z/Q-Z curves) under and cyclic loading conditions,

vi) Pile driveability analysis for two (2) hammer-pile combinations.

vii) Design of the mudmats for unpiled stability of the platforms.

For pile design, the contractor shall apply their recommended design methodology, but will also

apply in cohesive material using the current API RP2A (2000) method.

.




3

2.0 FIELD INVESTIGATION

The MV PTSC Surveyor sailed from Vung Tau to Block 15-1 on 17th April 2013 and arrived at SV-

6X location on the same day. The vessel was then positioned at BH SV-6X location to allow for

soil boring to commence.

The fieldworks were carried out from 17th to 19th April 2013 with one (1) alternate 140m sampling

and CPTU hole.

Continuous soil sampling was carried out to the first 30 metres, then followed by a cycle of 3-m

stroke CPTU and continuous 1-m soil sampling interval to termination depth of 140.0m.

2.1 Site Organization

For this soil investigation campaign, PTSC G&S and AGSB’s operational organization is as

follows:

Company Site Representative : Huynh Van Binh

Team Leader/Site Manage : Mohd Aiman Mohd Ali

Geotechnical Engineer : Mohd Imran Mohd Yussoff

Drilling Supervisor : Zainuddin Hassan




4

2.2 Positioning an Anchor ing of Vessel

Positioning was carried out using the Starfix – HP DGPS system. The equipment was mobilized

and deployed on the MV PTSC Surveyor. All coordinates were located based on the following

geodetic parameters:

Table 1 - Geodetic Parameters

PROJECTION SYSTEM

Name : WGS84

Projection Type : Universal Tranverse Mercator

Unit of Coordinate : Meters

Central Meridian : 105 degree East

Zone no. : UTM Zone 48 North

Latitude of Origin : 00 00 00’.000”N

Longitude of Origin : 105 00’ 00.000”E

False Easting : 500 000m

False Northing : 0mScale Factor at Origin : 0.9996

Datum :

Datum Name : WGS-84

ELLIPSOID :

Ellipsoid Name : WGS-84

Length of Long semi-axis(a) : 6378137.000m

Length of Short semi-axis(b) : 6356752.3142m

Inverse Flattening (1/f) : 298.25722

Eccentricity2(e

2) : 0.9996

DATUM SHIFT TRANFORMATION : WGS-84 to WGS-84

DX = 0.0m

DY = 0.0m

DZ = 0.0m

The positioning of the drill string over the proposed location was achieved using real time DGPS

with a minimum of four satellites giving a three-dimensional fix. The actual coordinates of the

sampling and CPTU holes are listed as below:

Table 2 - Boring Coordinates

Location Coordinates (WGS 84)

Latitude Longitude Easting Northing

BH SV-6X 10°20'22.426"N 108°18'32.451"E 862 460.08m 1 144836.27m




5

2.3 Water Depth Measurement

Once the vessel was anchored on location, initial water depth was measured by using the

vessel’s echo sounder (model Odom EchoTrac MKIII) which had been calibrated at Vung

Tau,Vietnam. The water depth was checked and confirmed by means of drill string count prior to

taking the seabed sample. During drilling, water depths were recorded at hourly interval forvariation in tidal heights. The water depths were then reduced to Lower Astronomical Tide (LAT)

and derived from a reference station based on predicted tides from Ke Ga Point tidal station. The

tidal variation chart is given on Plate 3

Table 3 - Water Depth

For more detailed assessment on water depth, we recommend that reference be made to the

relevant geophysical report.

2.4 Drilling, Sampling and In Situ Testing

Drilling was carried out over the moon pool on the MV PTSC Surveyor using the AG-30 marine

drilling rig with a top-drive Dando 1000 power swivel. This drilling system uses a straight flush

system, 2.5-inch API pipe (in 4.5m lengths) and an independent motion-compensation system.

Drilling mud was utilized where necessary to stabilize the walls of the borehole.

Data acquisition for CPT borehole was carried out using the downhole cone penetrometer with

pore pressure measurement (CPTU) unit. A.P Van Der Berg real time system measurements

included resistance at the cone tip, side friction and dynamic pore pressure. Tests were

completed generally within a 3m-stroke length. The results of CPTU, qc, qt and qnet are presented

graphically against depth together with friction ratio, Rf and Pore Pressure measurement and

Pore Pressure Ratio on Plates 6a to 6f.

Undisturbed samples were recovered at selected intervals using a push sampler. Both thin walled

(71.0mm inner diameter) and thick walled (70.0mm inner diameter) Shelby tubes were used

during the sampling program. Both types of sample tubes used were welded stainless steel

tubing. Push samples are marked on the boring log with ‘P’. Compilation of all test data is

presented in the Summary Boring on Plate 12.

All samples recovered were sent for testing at the MV PTSC Surveyor field laboratory. Untested

sample portions are kept in PVC containers, waxed and sent to the onshore laboratory for further

testing.

LocationBH SV-6X

Water depth

Sampling & CPTU 47.08m LAT




7

4.0 SUBSOIL CONDITIONS

The subsoil condition encountered by the soil boring at the locations comprises generally clays

silt and sand layer. A summary of the major strata encountered during boring of BH SV-6X is

presented below:

Table 6 - Soil Stratigraphy

Location : BH SV-6XCoordinates : E 862 460.08 m; N 1 144 836.27 m

Layer Depth Below Seabed (m) Thickness (m) DescriptionFrom To

1 0.0 3.1 3.1 Medium dense silty fine SAND

2 3.1 4.2 1.1 Stiff to very stiff lean CLAY


4 5.2 7.5 2.3 Very stiff to hard sandy lean CLAY

5 7.5 10.0 2.5 Medium dense SILT with sand

6 10.0 15.0 5.0 Very stiff to hard lean CLAY

7 15.0 19.0 4.0 Stiff sandy lean CLAY

8 19.0 23.0 4.0 Stiff to very stiff sandy lean CLAY

9 23.0 27.0 4.0 Very stiff to hard CLAY

10 27.0 30.0 3.0 Hard fat CLAY

11 30.0 33.0 3.0 Medium dense clayey SILT

12 33.0 38.0 5.0 Very stiff silty CLAY

13 38.0 41.0 3.0 Medium dense SILT

14 41.0 45.0 4.0 Very stiff lean CLAY with sand

15 45.0 51.7 6.7 Dense sandy SILT

16 51.7 58.0 6.3 Stiff to very stiff lean CLAY

17 58.0 65.6 7.6 Very stiff lean CLAY



20 73.0 74.3 1.3 Hard cohesive SILT




24 79.2 81.0 1.8 Dense SILT

25 81.0 86.0 5.0 Dense silty fine SAND

26 86.0 88.6 2.6 Dense SILT

27 88.6 90.8 2.2 Very stiff lean CLAY with sand

28 90.8 93.0 2.2 Dense SILT




8

29 93.0 97.0 4.0 Very stiff to hard lean CLAY


31 102.5 103.4 0.9 Medium dense SILT



34 107.3 109.0 1.7 Dense SAND



37 123.0 125.0 2 Very stiff to hard CLAY


39 134.0 139.0 5.0 Hard sandy lean CLAY


Results from CPTU indicate that the cone resistances (qc) recorded for the stiff clays are about

1MPa to 2MPa while the very stiff clays recorded approximately 2MPa to 3MPa. Meanwhile, the

hard clays recorded up to 5MPa of cone resistance reading. The friction ratio (R f ), i.e. the ratio of

local friction to cone resistance of the soils is generally around 2% for the clays.

Results of Atterberg’s Limits are mostly plotted above the Plasticity Chart of the Unified Soil

Classification System “A-line” (ASTM D2487) as shown on Plates A1 to A13. The results show

that the clays are generally of low to high plasticity. Meanwhile the grain size distribution curves

indicate that the clays are generally lean clay.




9

5.0 DESIGN PROFILE

In the selection of the design profile, several criteria were considered; i.e. the shear strength

measured from offshore laboratory testing, trends in CPTU data, empirical correlations and

engineering judgement based on the soil characteristics in the region. Design profiles for the

borehole are presented on the Summary Boring, Plate 12.

5.1 Submerged Density

All the samples were tested in the field laboratory for densities and water content. The

submerged density of the soil is then computed from the measured wet density and unit weight of

the sea water, assuming that the soil is fully submerged.

’ = ( b - w)g

where

’ = submerged unit weight (kN/m3)

b = bulk density of soil (Mg/m3)

w = bulk density of sea water (Mg/m3)

g = acceleration due to gravity

5.2 Undrained Shear Strength

The ratio of undrained shear strength to effective overburden pressure (Su/σv0’) and Plasticity

Index (PI) was considered based on the empirical relationship as given by Skempton (1970) for

normally consolidated clays:

(Su/σv0’)nc = 0.11 + 0.0037 PI

where

PI = Plasticity Index

The ratio of undrained shear strength to effective overburden pressure (Su/σv0’)nc is estimated

to be approximately 0.17 for this location.




10

The undrained shear strength (Su) in cohesive soils may also be estimated from the cone

resistance by applying the semi-empirical formula:

Su = (qt - ’v0) / Nkt

where

qt = corrected cone resistance= qc + u (1 – a)

qc = cone resistance

a = cone area ratio (=0.75)

U = pore pressure acting behind the cone

’v0 = vertical stress at testing depth of the cone

Nkt = cone factor

Correlation between the measured cone resistance and the undrained shear strengths at the

borehole location indicate a cone factor ‘Nkt’ of about 20 to 25 (30m to 132.8m) and 25 to 28

(134m to 139.8m) were appropriate for this location.

The torvane generally measures undrained shear strength values smaller than 250kPa and is

appropriate for testing most clay samples at this location. However, the results could be scattered

depending on the inclusion and quantities of sand/silt in that clay layer. The motor vane

measures undrained shear strength in a more controlled fashion than the torvane. The motor

vane is typically not reliable for very soft clay (Su < 5kPa) due to the inability of being able to

isolate the sample from rotating with the vane. The pocket penetrometer gives a shallow bearing

capacity type failure within a small zone and can only be used for clay/silt with undrained shear

strength of 10kPa and above.

In the UU triaxial tests, a larger soil mass is compressed to failure. Higher strength values may

be obtained from the UU triaxial test due to either sand/silt content or unsaturated sample or

both. An unsaturated sample may induce relatively high undrained shear strength due to the

effective stress increase from the confining pressure in the triaxial chamber. There were some

slight differences in the results of the UU tests performed offshore vs. onshore. However, these

results were felt to be due to natural occurrences of shell fragments or inclusions of silt, and or

sand within the sample and not from any procedural differences in the test method.

Design parameters were selected based on these considerations, as shown on Plate 13 with

greater emphasis being given to the UU triaxial, motor vane results and the deduced CPTU data.




11

55.0

0'141ln

9.2

1

v

c

r

q D

5.3 Granular Soils

Design parameters of sand are the angle of internal friction and the submerged density. The

angle of internal friction was selected based on gradation. The procedure to estimate relative

density is available for siliceous sands, e.g. Jamiolkowski et al. (2001).

With the consideration of gradation and fine contents, limits for the estimated angles may be

applied based on the API RP 2A WSD (2000). Relative density profiles are shown on Plate 11.

Table 6 shows the shear box results and the design shear strength for granular soils.

Table 6 – Shear Box Results

Depth Soil

Description

Soil/Pile Friction

Angle

(degree)

Submerged

Unit weight

(kN/m³)

Design Shear

0.0m to 3.1mMedium densesilty fine SAND

P1B (0.4m) = 28°P2A (1.2m) = 29°P3C (2.6m) = 28°

9.5 25°

4.2m to 5.2mMedium densesilty fine SAND

P5B (4.4m) = 27.5° 10.8 25°

7.5m to 10.0mMedium dense

sandy SILT

P9C (7.9m) = 28.5°P10B (8.6m) = 28°P11B (9.6m) = 26°

9.4 25°

45.0m to 51.7mDense

sandy SILTP35A (45.4m) = 29.5° 10.1 30°

76.3m to 78.4mDense

sandy SILTP43B (77.6m) = 31° 10.8 30°

81.0m to 86.0mDense

silty fine SANDP44A (81.4m) = 32.5°P45B (85.7m) = 33°

9.8 30°




12

116.3m to 123.0mDense

fine SANDP53B (117.5m) = 30° 10.1 30°

125.0m to 134.0m

Dense

silty fine SAND

P55B (125.7m) = 33°

P56C (129.6m) = 33° 10.1 30°

5.4 State of Consolidation

The stress history of a soil is commonly expressed in terms of over-consolidation ratio (OCR) and

defined as:

past effective stress ’p OCR = =

current over-burden stress v0’

Current overburden stress can be derived from direct measurement of submerged unit weight

while the past maximum effective stress or pre-consolidation pressure (p’) can be assessed from

the oedometer test results.

The OCRs may also be assessed from undrained shear strength data using the following

equation given by Ladd (1974):

Su Su OCR0.85 =

’v0 ’v0

On the other hand, results from the cone resistance can also give an indication of the OCR:

qt - v0

OCR = k ’v0

with an average value k = 0.3

Based on the above equation, OCR value of the clay layers ranging from 1.0 to 7.0 were

determined from mudline to 30.0m depth and ranging from 0.5 to 2 from 30.0m until end of the

borehole as shown in Plate 9.

5.5 Sensitivity

The sensitivity of the clay (St) is useful to assess the reduction of the peak undrained shear

strength of the soil in remoulded condition without a change in water content.

site nc




13

The common method to compute the soil sensitivity is through the ratio of the undrained shear

strength value to its remoulded shear strength value as recommended by Lambe and Whitman

(1969) below;

Su

St =

Sur

The sensitivity of the soil could also be estimated from the CPTU data, through the friction ratio

(Rf ) in percent as recommended by Schmertmann (1978) below;

Ns

St =Rf

where Ns is a constant and varies with local condition. For this location, Ns = 1.0 to 4.0 has been

adopted when evaluating St.

The general guideline to assess the soil sensitivity is given as follows:

Table 7 - Soil Sensitivity

Description St value

“Low” sensitivity St < 4

“Medium” sensitivity 4 < St < 8

“High” sensitivity 8 < St < 16

“Quick” sensitivity St > 16* From Holtz and Kovacs (1981)

The sensitivity of the clays was plotted against depth in Plate 10 for this location to get an

overview of the sensitivity profile at the site. For the BH SV-6X location, it is observed that the

sensitivity range is generally 1 to 5 using the CPTU, onshore remoulded UU triaxial and

remoulded motor vane data. Tests from onshore remoulded UU triaxial and remoulded motor

vane show that sensitivity values are generally within the CPTU data and are closer to what

should be adopted for these soils.




14

6.0 AXIAL PILE CAPACITY

The static method of pre-determining pile capacities was used to predict ultimate compressive

and tensile capacities of pipe piles installed to various penetrations below seabed. The piles will

derive axial capacity from two sources; namely the frictional soil resistance along the length of the

pile and end bearing at the tip of pile. Mathematical expression is defined by:

Q = Qs + Qp

= f As + q Ap

where

Q = total ultimate pile capacity

Qs = total skin friction on pile shaft

Qp = total end bearing on pile tip

f = unit skin friction

q = unit end bearing

As = embedded pile shaft area

Ap = pile end area

In computation, two conditions were considered:

i) Frictional resistance of embedded outer surface of the pile and end bearing on

the total cross-sectional area of the pile (plugged), mathematical expression

given as:

Q = f o Ao + qp Ap where

f o = outer unit skin friction

Ao = outer pile shaft area

qp = unit end bearing on pile tip

Ap = pile tip gross area, ( d2/4)

d = pile outer diameter

ii) Frictional resistance of inner and outer pile surfaces and end bearing on the

wall area of the pile tip (unplugged), mathematical expression is as shown:

Q = f o Ao + f i Ai + qw Aw

where

f i = inner unit skin friction

Ai = inner pile shaft area = (d – 2t)

= embedded length

qw = unit end bearing on pile wall

Aw = wall area = t (d – t)

t = wall thickness




15

6.1 Computation Methods

Several methods are available for computing the axial pile capacity. The API RP 2A (2000)

methods are discussed herein.

API METHOD

Unit skin friction f (sand) = K σ’vo tan Unit skin friction f (clay) = Su

Unit end bearing q (sand) = Nq σ’vo

Unit end bearing q (clay) = Nc Su

where

K = coefficient of lateral earth pressure (=0.8)

= friction angle at pile-soil interface, ( - 50)

= empirical adhesion factor

Su = undrained shear strength

Nq = bearing capacity factor (depending on ’)

Nc = bearing capacity factor (=9)

The empirical adhesion factor () as recommended by the API RP2A (2000) is computed as

follows:

= 0.5 -0.5 for 1.0

= 0.5 -0.25 for > 1.0

with the constraint that 1.0 and = Su / σ’vo at that point.

6.2 Limit ing Values

The API RP 2A (2000) recommended limit values for both unit skin friction and unit end bearing

values for cohesionless soil as shown below:

Table 8 - Limiting Values

Density Soil Description

Soil/PileFriction Angle

(degrees)

Nq

Limiting Unit Values

Skin FrictionkPa (ksf)

End BearingMPa (ksf)

Very Loose

Loose

Medium Dense

Sand

Sand-Silt

Silt

15 8 47.8 (1.0) 1.9 (40)




16

Loose

Medium Dense

Dense

Sand

Sand-Silt

Silt

20 12 67.0 (1.4) 2.9 (60)

Medium Dense

Dense

Sand

Sand-Silt25 20 81.3 (1.7) 4.8 (100)

Dense

Very Dense

Sand

Sand-Silt 30 40 95.7 (2.0) 9.6 (200)

Dense

Very Dense

Gravel

Sand35 50 114.8 (2.4) 12.0 (250)

6.3 Results of the Computation

Based on these procedures and the selected design shear strength profile on Plate 5, ultimate

pile capacities were computed for the 762mm (30-in), 914mm (36-in) diameter conductors and

1219mm (48-in) diameter piles for this location. The ultimate tensile capacity of a pile at a givenpenetration is taken as the minimum of the conditions i) and ii) in Section 6.0. The results of the

pile capacity computation are presented on Plates 15a to 15d.

The unit values of skin friction and end bearing were computed using the different approaches as

discussed in the foregoing. The following ultimate capacity curves were presented separately for

the three approaches:

i) Plugged in compression, i.e. outer friction plus end bearing.

ii) Outer friction in compression and tension.

Pile penetration should be selected to provide factors of safety of at least 2.0 and 1.5 with respect

to normal operating loads and design storm loads, respectively. These factors of safety should be

applied to the design compressive and tensile loads.




17

7.0 LATERAL RESISTANCE (P-Y) DATA Cyclic loading produces potential deterioration of the soil at large strains particularly near the

seafloor. The P-Y data developed for this study is applicable to single, isolated piles subjected to

repeated lateral load. The procedures of Matlock method (1970) for soft clay and Reese et al

(1974) for sand as recommended by API RP2A (2000) were used herein. In accordance with APIRP2A (2000) and industry practice, the factor J has been taken as 0.5 for clay strengths less than

96kPa and 0.25 for stronger clays. For cyclic loading and for stiffer clays (S u > 96kPa), the

maximum value of P is limited to 0.5Pu and to 0.5(X/XR). Pu for depth X less than the depth of

reduced resistance XR. Pu is defined as the ultimate lateral resistance for static conditions.

Design shear strength and submerged unit weights used in our computations are presented on

Plate 12. Values of 50 which are the strain at half the maximum compressive stress were

generally selected using stress-strain data from the unconsolidated undrained (UU) triaxial tests

and general values recommended by Matlock (1970). For sand layers, the initial moduli (K i) are

estimated based on the friction angles and cone resistance as recommended by the API RP 2A

(2000). The value of the neutral penetration (Xr ) is determined to be in the range of 10.0m to

15.0m for this location.

The recommended values of 50 (Matlock, 1970) are shown below:

Table 9 - Values of 50

Soil strength Su (kPa) 50 (%)

Very soft 0 - 12 2.0

Soft 12 - 25 2.0

Firm 25 – 50 1.5

Stiff 50 – 100 1.0

Very stiff 100 – 200 0.5

Hard 200 - 400 0.5

The results of the analyses are presented on Plates 17a to 17i for the 762mm (30-in), 914mm

(36-in) diameter conductors and 1219mm (48-in) diameter piles for the location.




18

8.0 LOAD DEFORMATION (T-Z & Q-Z) DATA

Axial load-deformation data giving mobilization of skin friction with respect to relative

displacement between pile and soil have been calculated using the three different

recommendations of the API RP2A (2000). T-Z data representing the development of soil-pile

friction along the pile shaft, and Q-Z data representing the development of end bearing resistance,have been generated.

When the total inside unit skin friction is greater than the bearing capacity of the soil beneath the

plug, the pile is said to be plugged. When the converse situation occurs, the soil plug is

considered to move up relative to the pile and the pile is said to be unplugged.

For the SV-6X location, the T-peak value in clay was taken as the computed unit skin friction while

the T-residual value was taken as 90% of the peak based on UU results and local experience.

The quake value (Zmax) at T-peak value is assumed to be 1% of pile diameter for clay. The shape

of the load-deformation curves is a hyperbolic-type as recommended by the API RP2A. The T-Z

data are presented for the 762mm (30-in), 914mm (36-in) diameter conductors and 1219mm (48-

in) diameter piles on Plates 18a to 18l.

The computed axial load-deformation data giving mobilization of unit end bearing with respect to

relative displacement between pile tip and soil (Q-Z curves) are presented on Plates 19a to 19p

for the 762mm (30-in), 914mm (36-in) diameter conductors and 1219mm (48-in) diameter piles.

The maximum resistance at any depth has been based on the available unit resistance derived at

the tip at the given depth. The quake value (Zmax) at Q-peak value is assumed to be 10% of pile

diameter.




19

9.0 MUD MAT DESIGN

The weight of the platform jacket will be supported by mats bearing on the seabed soils until piles

are installed. The procedures for computing the mud mat bearing capacity are discussed in this

section, which may be adopted for sizing the mat area or checking the bearing stability of the

mud mat.

9.2 Mud Mat Bearing Capacity

Mud mat bearing capacity analyses at the BH SV-6X location were carried out based on the

following interpreted soil parameters:

Table 10 - Shear Strengths for Mud Mat Stability Analyses

Layer Soil Descrip tion

Depth Shear strength /

Angle of

internal f riction

Submerged

unit weight

(kN/m3)From To

1Medium dense silty fine

SAND0.0m 3.1m 25o

9.0

(mudline)

2Stiff to very hard lean

CLAY3.1m 7.5m 100 – 240 kPa 10.8

The ultimate net bearing capacity, qu, of cohesionless soils is given by the Buisman-Terzaghi

equation:

NB's211)(ND'Ncq 2q1cuu

where cu = undrained shear strength

’1 = effective unit weight of soil above foundation level

’2 = effective unit weight of soil below foundation level

B = footing width or diameter

D = depth to base of foundation below seafloor

Nc,Nq,N = bearing capacity factors, proposed by Vesic (1975)

s = shape factor, 1 – 0.4 (B/L) for rectangle

In consideration of the cohesive layer encountered at depth 3.1m below sand layer, the ultimate

net bearing capacity of layering system is also calculated using the Load-spread Method (Young

et al, 1984) and Skempton (1951) equations, as follow:

bu q)B

H

n(q 221 and )

L

B.)(

B

D.(cq ub 2012015

where H = thickness of overlying sand layer

n = load spread factor, equal to 3




21

10.0 PILE INSTALLATION

Installation of piles to target penetration requires detailed planning and procedures. Driveability

study provides the means to select an optimal hammer-pile-soil system. Wave equation analysis

can be conducted using the estimated soil resistance during driving (SRD) obtained from soil

investigation data. The SRD is computed in the same manner as static pile capacity, but the soilinside the pile (plugged condition) remains stationary during driving because of the following

reasons:

a) Shock waves from hammer blows travel faster in steel than in the soil plug due to

difference in density as well as Young’s modulus of steel and the saturated soil. Hence,

the soil plug cannot move in phase with the pile.

b) The soil plug has inertia and requires a force bigger than the inner soil-pile friction to

accelerate it during driving. The force required is generally more than the available friction

between the soil and the steel inside the plug.

10.1 Estimation of SRD

In pre-installation driveability studies (Kiu and Tan, 1993; Yu et al, 2001), the SRD was generally

computed using:

SRD = (Sur Ao) + k (Sur Ai) + q Ap

where

Sur = remoulded shear strengthk = factor to account for the reduced inner friction

Ao = outer pile shaft area, d ∆

Ai = inner pile shaft area, (d-2t) ∆

qc = Cone resistance

Ap = wall area of the pile

d = pile outer diameter

t = pile wall thickness

∆ = embedded pile length

The remoulded shear strengths of the soils are given on Plate 20. These values are based on

measured cone sleeve frictions from CPTU and the results from remoulded UU and motor vane

tests. The selected remoulded undrained shear strength is about 30% of the API RP2A (2000)

unit skin friction for clays. For sand layers, qc/300 is applied. The tip resistance was computed

using the net wall area of pile tip and the measured cone resistance, qc.




22

In computing the SRD, the inner friction in the pile is considered for continuous driving condition

(unplugged case). Plugged condition is considered for setup driving case. A reduced inner skin

friction (k) as obtained from previous back-analysed data was adopted in this report.

An average factor k was taken as 0.15 for clay, 0.5 for medium dense sand and 0.7 for dense

sand. The parameters used in the computation of the SRD are given on Plates 21a and 21b withthe estimated SRDs against depths shown on Plates 22a to 22d for the pile diameter.

10.2 Set-up Due to Delays in Driving

Interruption in driving would cause an increase in SRDs. From the results of previous

measurements and studies, set-up factor of 1.2 was measured after 24 hours delays. Higher set-

up factor has been reported and this is due mainly to long delays. Hence, it is recommended to

keep delays in driving as short as possible. In this report, the lower and upper bound in clays are

taken as 1.2 and 2.0 for clays corresponding to the partial and full setup cases respectively and

1.0 for sand.

10.3 Wave Equation Analyses

The relationship between available hammer energy and the SRDs has been established using a

pile driving simulation computer program, GRLWEAP version 2010 based on the one-

dimensional wave equation theory. The input parameters are:

a) Pile driver (hammer) characteristics

b) Pile characteristics

c) Soil resistance around and below the pile

Two (2) conductor and one (1) pile diameters were selected for the driveability analysis, namely

762mm (30-inch), 914mm (36-inch) and 1219mm (48-inch). Hammer and soil input data is shown

on Plate 23.

Driveability analyses were performed for piles using two (2) hammers at 90% efficiency. Results

of the wave equation analyses for the piles are presented as SRDs vs. Blowcounts on Plates 24a

to 24h for the pile-hammer sets respectively.

10.4 Stresses Due to Weight of Hammer during Placement

Each pile or conductor section on which a pile hammer (pile top drilling rig, etc.) will be placed

should be checked for stresses due to placing the equipment. These loads may be the limiting

factors in establishing maximum length of add-on sections. This is particularly true in cases

where piling will be driven or drilled on a batter. The most frequent effects include static bending,

axial loads, and arresting lateral loads generated during initial hammer placement.




23

Experience indicates that reasonable protection from failure of the pile wall due to the above

loads is provided if the static stresses are calculated as follows:

i) The pile projecting section should be considered as a freestanding column with a

minimum effective length factor (K) of 2.1 and a minimum reduction factor (Cm) of 1.0.

ii) Bending moments and axial loads should be calculated using the full weight of the pilehammer, cap, and leads acting through the centre of gravity of their combined

masses, and the weight of the pile add-on section with due consideration to pile batter

eccentricities. The bending moment so determined should not be less than that

corresponding to a load equal to 2 percent of the combined weight of the hammer,

cap, and leads applied at the pile head and perpendicular to its centreline.

iii) Allowable stresses in the pile should be calculated in accordance with Sections 3.2

and 3.3 of the API RP 2A (2000). The one third increases in stress should not be

allowed.

10.5 Stresses during Driving

Stresses during driving are checked as per recommendation from Section 6.10.5 in the API RP

2A (2000) based on the conservative criterion that the sum of the stresses due to the impact of

the hammer (the dynamic stresses) and the stresses due to axial load and bending (static

stresses) should not exceed the minimum yield strength of the steel. The static stress during

driving may be taken to be the stress resulting from the weight of the pile above the point of

evaluation plus the pile hammer components actually supported by the pile during the hammer

blows, including any bending stresses resulting thereof.

The computed Maximum Compressive Stresses as derived from the computer printouts at 300

blows/ft of driving are in the order of 141MPa to 263Mpa, which are within the allowable limits of

310MPa (0.9Fy of steel).




25

10.7 Results of the Driveability Analyses

By combining the computed SRDs on Plates 22a to 22d and SRDs vs. Blowcounts results on

Plates 24a to 24h, predicted blowcounts using the respective pile-hammer sets are presented on

Plates 25a to 25g. Predicted final penetrations at a commonly used refusal criterion of 300

blows/300mm are presented in the table below for continuous driving and set-up conditions forthe various design approaches at the proposed location.

Table 10 – Results of Driveability Analysis

Location

ConductorSize

(Diameter xWall

Thickness,mm)

Hammer Type

E f f i c i e n c y

( % )

Pile Penetration Below Mudline (m)

API RP 2A WSD (2000) Method

ContinuousSet-Up

Condition

SV-6X

(762 x 25.4)IHC S280

90

111 102 - 79

- - -

(914 x 38.1)IHC S280 125 116-100

IHC S750 >140 138-129

(1219 x 50)IHC S280 136 125-107

IHC S750 >140 >140-125

(1219 x 60)

IHC S280 >140 136-115

IHC S750 >140 >140-137

Results of the penetration predicted at 300 blows per 0.3m indicate that the 762mm (30-in) and

914mm (36-in) diameter conductors and 1219mm (48-in) diameter piles can be driven to 111m to

beyond 140m under continuous driving conditions whilst for setup conditions the conductors and

piles can be driven to 79m to beyond 140m respectively using IHC S280 and IHC S750 hammers

at 90% efficiency.

It must be noted that these recommendation are based on the given conductor and pile

diameters. Refined driveability study should be carried out for the final detailed pile make-up

together with the proposed hammer spread.




26

11.0 LIST OF REFERENCES

1. American Petroleum Institute. 2000. API Recommended Practice for Planning, Designing

and Construction of Fixed Offshore Platforms – Working Stress Design, 21st Edition, (Also

LRFD 1st Edition, 1993) American Petroleum Institute, Washington DC.

2. American Society for Testing and Materials. 2007. Annual Book of ASTM Standards,

Volume 04.08: Soil and Rock (I).

3. Holtz, R. D. and Kovacs, W. D. 1981. An Introduction to Geotechnical Engineering,

Prentice Hall, New Jersey.

4. Jamiolkowski M., Lo Presti D.C.F. and Manassero M. I (2001), “Evaluation of relative

density and shear strength of sands from CPT and DMT”, Soft Ground Construction 2001,

ASCE, GSP No. 119, pp. 201-238.

5. Ladd, C. C. and Foott R. 1974. New Design Procedure for Stability of Soft Clays.

Proceeding of ASCE, Journal of Geotechnical Engineering, Vol. 100, No GT 7, pp 763 –

786.

6. Matlock, H. 1970. Correlation for Design of Laterally Loaded Piles in Soft Clay, Preprints,

OTC Paper 1204, Vol. 1, pp 557 – 588.

7. Reese, L. C., et al 1974. Analysis of Lateral Loaded Piles in Sand, Preprints, OTC Paper

2080, Vol. 2, pp 473 – 480.

8. Robertson, P. K. and Campanella, R. G. 1988. Guidelines for Geotechnical Design Using

CPT and CPTU, University of British Columbia, Vancouver, Department of Civil

Engineering, Soil Mechanics Series 120.

9. Schmertmann, J. H. 1978. Guidelines for Cone Penetration Test, Performance and

Design, US Federal Highway Administration, Washington, DC, Report, FHWA-TS-78-209.

10. Skempton, A. W. 1970. The Consolidation of Clays by Gravitational Compaction,

Quarterly Journal, Geological Society of London, Vol. 125, pp 373 – 411.




27

12.0 LIST OF PLATES

Appendix

General Location Plan 1

Detailed Location Plan 2

Tidal Variation Chart 3

Borehole Log 4a to 4g

Summary CPTU 5

CPTU Profile 6a to 6f

Summary of Laboratory Test Results 7a to 7g

Correlation of CPTU and Su Data 8

Overconsolidation Ratio Profile 9

Clay Sensitivity Profile 10

Relative Density Profile 11Summary Boring 12

Tabulation of Design Parameters 13a to 13c

Ultimate Unit Values for End Bearing and Skin Friction 14

Ultimate Pile Capacity Curves 15a to 15d

Stratigraphy & Soil Parameters for P-Y Analysis 16a and 16b

P-Y Data 17a to 17i

T-Z Data 18a to 18l

Q-Z Data 19a to 19p

Remoulded Shear Strength 20

Parameters for SRD Calculations 21a and 21b

SRD Curves 22a to 22d

Hammer and Soil Data 23

SRD vs. Blowcounts 24a to 24h

Predicted Blowcounts 25a to 25g

Appendix A

Plasticity Chart A1 to A13

Grain Size Distribution Curves A14 to A50

UU Stress Strain Curves A51 to A105

Consolidation Test (Oedometer) Results A106 to A107

Consolidated Drained Test Results A108 to A110

Direct Shear Test Result A111 to A124

Chemical Tests A125

Photographs of Selected Soil Samples A110 to A116




28

Appendix B

Description of Offshore Laboratory Testing Procedures B1 to B4

Terms and Classifications Used for Sample Description B5

Guide for Identification of Soil Type from CPTU Data B6

Appendix C

Marine Drilling Rig C1 and C2

Summary of Daily Site Investigation Log C3



APPENDIX


http://slidepdf.com/reader/full/final-report-rev-10-bh-sv-6x-platform 36/273FR



DETAILED LOCATION PLAN

Made by :

Checked by :

SP

CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 2

862200 862300 862400 862500 862600 862700

Easting (m)

1144500

1144600

1144700

1144800

1144900

1145000

N o r t h i n g ( m )

Legend:

BH SV-6XBLOCK 15-01

OFFSHORE VIETNAMCUU LONG JOINT OPERATING COMPANY (JVPC)

Coordinates BH SV-6X:

E 862 460.08mN 1 144 836.27m



T I DA L V A

RI A T I ON

C HA RT

B H

S V - 6 X

B L

O C K

1 5 - 0 1

OF F

S H

ORE V I E T N

A M

C U U

L ON

G J OI NT

OP E RA T I N

G

C

OMP A NY

( C L

J O C

)

19:03 22:33 2:18 6:03 9:48 13:33 17:45 21:30

44.0

46.0

48.0

50.0

52.0

W a t e r D e p t h

( m )

M a d e b y

:

S P

P G S / S I / 2 0 1 3 / C L J O

C / 0 6 / S V - 6 X / F R

P l a t e 3

C h e

c k e d b y

:

C H G

1 8 / 0 6 / 2 0 1 3

Observed Water Depth

Averag e Reduced Water Depth (LAT)

17/04/2013

Note: The water depth was measured by calibrated echosounder onboard PTSC Su

Tides (LAT) based on the predicted tides at Ke Ga Point tidal station.

18/04/2013

47.1m LAT



16

14

11

14

22

20

23

17

16

18

13

17

10

11

18

0.0m Medium dense dark greenish grey (10GY4/1) silty fine SAND with few to someshell fragments.

-At 1.2m to 1.4m: Encountered silty fine layer.

-At 2.0m: Encountered few clay pockets.

3.1m Stiff to very stiff brown (10YR 4/3) leanCLAY with few silt pockets.

-At 3.4m to 3.6m: Encountered few ferrousnodules-At 4.0m to 4.2m: Encountered clayey sand

4.2m Medium dense dark yellowish brown(10YR 4/4) silty fine SAND.

5.2m Very stiff to hard brown (10YR 4/3) sandylean CLAY with few silt and traces of organic pockets.

7.5m Medium dense yellowish brown (10YR5/4) SILT with sand and traces of coarsegravel sized cemented sand, clay andorganic pockets.

-At 7.5m to 7.9m: Encountered sandy silt.

10.0m Very stiff to hard brown (10YR 5/3) leanCLAY with few silt pockets, traces of shell fragment, organic and ferrousstains.

-At 12.8m: Encountered lean clay with sand.-At 13.0m to 13.8m: Encountered few siltseams.

15.0m Stiff light brownish grey (10YR 6/2)sandy lean CLAY with few sand and silt

pockets, traces of shell fragment.-At 15.6m to 15.8m: Encountered friable clay.

-At 16.0m: Traces of coarse gravels.

-At 17.6m: Encountered clayey gravelly sand.

19.0m Stiff to very stiff brown (10YR 4/3) sandylean CLAY with few cemented silt andtraces of silt pockets.

P1

P2

P3

P4

P5

P6

P7

P8

P9

P10

P11

P12

P13

P14

P15

P16

P17

P18

P19

P20

P21

SP - 03-06-2013

CHG - 05-06-2013

UNDRAINED SHEAR STRENGTH (kPa)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

Normally Consolidated Profile

Checked By/Date

m

PGS/SI/2013/CLJOC/06/SV-6X/FR

LL

D O W N H O L E

C P T

SOIL DESCRIPTION

PL PI

100 200 300 400

SUBMERGEDDENSITY

(kN/m3)

TorvanePocket Penetrometer Motor VaneMotor Vane RemouldedCIU TriaxalEst. from CPT:Nkt=20

UU Triaxial OnshoreUU Triaxial OffshoreUU RemouldedIn situ VaneIn situ Vane RemouldedEst. from CPT:Nkt=25

ft

Water Depth 47.1m LAT

E 862,460m; N 1,144,836m

25 50 75

D E P T H

S O I L

P R O F I L E

17-04-2013 - 19-04-2013

S A M P L E N O

4

8

12

16

20

24

28

32

36

40

44

48

52

56

60

64

Plate

Coordinates

Made By/Date

Date Performed

BH & CPTU SV-6XBLOCK 15-1

OFFSHORE VIETNAMCUU LONG JOINT OPERATING COMPANY

A G / I I I / P R O / F 0 0 7 R E V . 1

MC(%)

4a

PRELIMINARY BOREHOLE LOG

9 10 11



10

26

15

16

34

6

6

19.0m Stiff to very stiff brown (10YR 4/3) sandylean CLAY with few cemented silt andtraces of silt pockets. (continued)

23.0m Very stiff to hard dark yellowish brown(10YR 4/2) lean CLAY with traces of shell fragment and silt pockets.

-At 24.0m : Traces of coarse gravel sizedcemented silt.

-At 26.0m: Encountered stiff clay.

27.0m Hard brown (10YR 4/3) fat CLAY withfew cemented silt pockets and traces of silt pockets.

30.0m Medium dense yellowish brown (10YR5/4) clayey SILT with traces of shellfragment pockets.

33.0m Very stiff yellowish brown (10YR 5/4)silty CLAY with traces of shell fragmentsand clay pockets.

-At 37.6m: Encountered sandy silty clay.

38.0m Medium dense SILT

CPT1

CPT2

CPT3

P22

P23

P24

P25

P26

P27

P28

P29

P30

P31

P32

P33

SP - 03-06-2013

CHG - 05-06-2013


21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39


Checked By/Date

m


LL

D O W N H O L E

C P T

SOIL DESCRIPTION

PL PI

100 200 300 400

SUBMERGEDDENSITY

(kN/m3)



ft


E 862,460m; N 1,144,836m

25 50 75

D E P T H

S O I L

P R O F I L E

17-04-2013 - 19-04-2013

S A M P L E N O

68

72

76

80

84

88

92

96

100

104

108

112

116

120

124

128

Plate

Coordinates

Made By/Date

Date Performed



A G / I I I / P R O / F 0 0 7 R E V . 1

MC(%)

4b


9 10 11



15

17

17

38.0m Medium dense SILT (continued)

41.0m Very stiff dark greenish grey (5GY 4/1)lean CLAY with sand.

-At 41.0m: Encountered few cemented siltpockets.

45.0m Dense yellowish brown (10YR 5/4)sandy SILT with few cemented silt andtraces of shell fragment pockets clayseam.

-At 49.7m: Encountered silty fine sand.

51.7m Stiff to very stiff dark yellowish brown(10YR 4/4) lean CLAY with few sandseams and cemented silt pockets.

58.0m Very stiff dark greenish grey (5GY 4/1)lean CLAY with few shell fragmenttraces of silt pockets.

CPT4

CPT5

CPT6

CPT7

CPT8

CPT9

P34

P35

P36

P37

P38

SP - 03-06-2013

CHG - 05-06-2013


41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59


Checked By/Date

m


LL

D O W N H O L E

C P T

SOIL DESCRIPTION

PL PI

100 200 300 400

SUBMERGEDDENSITY

(kN/m3)



ft


E 862,460m; N 1,144,836m

25 50 75

D E P T H

S O I L

P R O F I L E

17-04-2013 - 19-04-2013

S A M P L E N O

132

136

140

144

148

152

156

160

164

168

172

176

180

184

188

192

196

Plate

Coordinates

Made By/Date

Date Performed



A G / I I I / P R O / F 0 0 7 R E V . 1

MC(%)

4c


9 10 11



15

10

13

17

79.2m Dense SILT (continued)

81.0m Dense dark greenish grey (5GY 4/1)silty fine SAND with few shell fragmentand traces of clay pockets.

-At 81.6m: Change of colour to olive brown(2.5Y 4/3)-At 81.6m to 81.9m: Encountered very stiff leanclay with few silt pockets.

-85.1m to 85.5m: Encountered some corals.

86.0m Dense SILT

88.6m Very stiff greenish grey (10GY 5/1) leanCLAY with sand.

-At 89.0m to 89.0m: Traces of cemented silt.

90.8m Dense SILT

93.0m Very stiff to hard greenish grey (10GY5/1) lean CLAY with few fine sandpockets and traces of shell fragments.

97.0m Very stiff dark greenish grey (10GY 4/1)lean CLAY with traces of silt andorganic pockets and shell fragments.

CPT15

CPT16

CPT17

CPT18

CPT19

CPT20

CPT21

CPT22

P44

P45

P46

P47

P48

SP - 03-06-2013

CHG - 05-06-2013


81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99


Checked By/Date

m


LL

D O W N H O L E

C P T

SOIL DESCRIPTION

PL PI

100 200 300 400

SUBMERGEDDENSITY

(kN/m3)



ft


E 862,460m; N 1,144,836m

25 50 75

D E P T H

S O I L

P R O F I L E

17-04-2013 - 19-04-2013

S A M P L E N O

264

268

272

276

280

284

288

292

296

300

304

308

312

316

320

324

Plate

Coordinates

Made By/Date

Date Performed



A G / I I I / P R O / F 0 0 7 R E V . 1

MC(%)

4e


9 10 11



16

12

20

9

97.0m Very stiff dark greenish grey (10GY 4/1)lean CLAY with traces of silt andorganic pockets and shell fragments.(continued)

102.5m Medium dense SILT

103.4m Very stiff dark greenish grey (10GY4/1) lean CLAY with traces of silt andorganic pockets and shell fragments.

106.0m Very stiff to hard CLAY

107.3m Dense SAND

109.0m Very stiff to hard dark greenish grey(10GY 4/1) lean CLAY with few sandpockets and traces of shell fragments.

116.3m Dense dark grey (10YR 4/1) silty fineSAND with few cemented sand andtraces of clay pockets and shellfragments.

CPT22

CPT23

CPT24

CPT25

CPT26

CPT27

P49

P50

P51

P52

P53

SP - 03-06-2013

CHG - 05-06-2013


101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119


Checked By/Date

m


LL

D O W N H O L E

C P T

SOIL DESCRIPTION

PL PI

100 200 300 400

SUBMERGEDDENSITY

(kN/m3)



ft


E 862,460m; N 1,144,836m

25 50 75

D E P T H

S O I L

P R O F I L E

17-04-2013 - 19-04-2013

S A M P L E N O

332

336

340

344

348

352

356

360

364

368

372

376

380

384

388

392

Plate

Coordinates

Made By/Date

Date Performed



A G / I I I / P R O / F 0 0 7 R E V . 1

MC(%)

4f


9 10 11



C

P T 1

C P T 2

C P T 3



68

72

76

80

84

88

92

96

100

104

108

112

116

120

124

128

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt

FRICTION RATIORf (%)

47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc

SLEEVE FRICTIONf s(kPa)

CONE RESISTANCEqc, qt, qnet (MPa)

PORE PRESSUREu2(MPa) S

O I L

P R O F I L E

Bq :

Ud

qt- vo

PORE PRESSURERATIO Bq

D O W N H O L E

C P T

PRELIMINARY CPTU PROFILE

6a



C P T 4

C P T 5

C P T 6

C

P T 7

C P T 8

C P T 9



132

136

140

144

148

152

156

160

164

168

172

176

180

184

188

192

196

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt


47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc




O I L

P R O F I L E

Bq :

Ud

qt- vo


D O W N H O L E

C P T


6b



C P T 9

C P T 1 0

C P T 1 1

C P T 1 2

C P T 1 3

C P T 1 4

C P T 1 5



200

204

208

212

216

220

224

228

232

236

240

244

248

252

256

260

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt


47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc




O I L

P R O F I L E

Bq :

Ud

qt- vo


D O W N H O L E

C P T


6c



C P T 1 5

C P T 1 6

C P T 1 7

C P T 1 8

C P T 1 9

C P T 2 0

C P T 2 1

C P T 2 2



264

268

272

276

280

284

288

292

296

300

304

308

312

316

320

324

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt


47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc




O I L

P R O F I L E

Bq :

Ud

qt- vo


D O W N H O L E

C P T


6d



C P T 2 2

C P T 2 3

C P T 2 4

C P T 2 5

C P T 2 6

C P T 2 7



332

336

340

344

348

352

356

360

364

368

372

376

380

384

388

392

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt


47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc




O I L

P R O F I L E

Bq :

Ud

qt- vo


D O W N H O L E

C P T


6e



C P T 2 8

C P T 2 9

C P T 3 0

C P T 3 1

C P T 3 2

C P T 3 3



396

400

404

408

412

416

420

424

428

432

436

440

444

448

452

456

SP - 03-06-2013

m

Date Performed

Water Depth

Made By/Date

Checked By/Date

Rf :

-0.5 0.0 0.5 1.0 1.5

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

0 6 12 18 24 30 36 42 48

Plate

0 150 300 450 600

qnet

-4 -2 0 2 4 0 2 4 6 8

f s

qt


47.1 m LAT

E 862,460m; N 1,144,836m


DEPTHBELOW

MUDLINE

Coordinates

ft

17-04-2013 - 19-04-2013

CHG - 05-06-2013

qtqc




O I L

P R O F I L E

Bq :

Ud

qt- vo


D O W N H O L E

C P T


6f



P1 0.0

0.4 26 34 19.1 14.2 2.68 *SB 28

0.6 34 19.2 14.3

P2 1.0

1.2 19 27 19.7 15.5 2.68 *SB 29 11.9

1.4 25 20.1 16.0

P3 2.0

2.2 23 19.4 15.7

2.6 46 23 20.5 16.6 2.68 *SB 28

P4 3.0

3.2 123 100

3.4 16 21.2 18.2 120 100 *UU/UUR 95 85 575 3.7 2540

3.5 18 20.9 17.7

3.6 32 16 16 14 21.6 18.9 68 11 190 175 UU 180 578 1.4 12857

P5 4.0

4.2 28 14 14 49 18 21.5 18.2 2.71 90 75 UU 90 590 1.7 5294

4.4 18 20.6 17.4 *SB 28

4.6 32 21 20.6 17.0 2.68 0.1

P6 5.0

5.2 18 21.2 17.9

5.4 100 200

5.6 26 15 11 17 20.7 17.7 123 225 UU 208 612 0.9 23111

5.8 19 21.0 17.6 140 225 *UU 160 620 1.8 8840

P7 6.0

6.4 20 160

6.5 250

6.6 250

6.8 31 17 14 62 21 19.6 16.2 2.73 250 UU 147 639 1.9 7737

P8 7.0

7.2 47 25 22 23 19.1 15.5 200 UU 225 647 1.6 14063

7.3 300

P9 7.5

7.7 26 19.4 15.4

7.9 59 26 19.4 15.4 2.72 *SB 29

P10 8.0

8.4 28 19.3 15.0

8.6 71 25 19.5 15.6 2.72 *SB 28

P11 9.0

9.4 24 19.6 15.8

9.6 79 25 19.4 15.5 2.73 *SB 26

9.8 25 20.0 16.0

P12 10.0

10.1 113 200

10.3 125 275

10.5 23 19.7 16.0 150 250

10.7 24 20.3 16.3 163 275 *UU 146 713 1.0 15208

10.9 23 19.8 16.1 170 225 UU/UUR 220 179 717 1.4 15714

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B

S UMMARY OF L AB ORAT ORY T E

S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS

W A T E R C O N T E N T

P O C K E T

P E N E T R O M E T E R

I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1

OF F S H ORE V I E T NA M

C UUL ONG

J OI NT OP E RA T I NG

C OM

P A NY

U C T

C D C I U U UR

U U

*

: S t r ai nat 5 0 %

Max i mum

S t r es s

: A n gl e of I n t er n al F r i c t i on

: S h e ar B ox T e s t

: Un c onf i n e d C om pr e s s i onT e s t

: C on s ol i d a t e d Dr ai n e d T r i ax i al

: C on s ol i d a t e d Un d r ai n e d T r i ax i al

: U UT r i ax i al R em o ul d e d

: Un c on s ol i d a t e d Un d r ai n e d T r i ax i al

: On s h or eT e s t i n g

OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D

S H E A R S T R E N G T H

M a d eB y :

S P

C O N F I N I N G

P E R C E N T P A S S I N G

N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY

S P E C I F I C G R A V I T Y

UNDRAINED SHEAR STRENGH

T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E

P R E C O N S O L I D A T I O N

P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %

TRIAXIAL / SHEAR BOX / DIRECT SHEAR TEST



10.9 43 23 20 24

P13 11.0

11.3 23 19.4 15.7 300

11.5 325

11.7 46 23 23 24 19.9 16.0 300 UU 228 732 1.5 15200

P14 12.0

12.2 175 325

12.4 24 20.1 16.2 203 325 *OEDO 760

12.6 23 20.5 16.6 203 275 *UU/UUR 216 181 749 1.3 16489

12.8 38 21 17 80 23 19.9 16.1 2.73 101 15 180 250 UU 144 753 1.5 9600

P15 13.0

13.2 63 150

13.4 113 275

13.6 37 21 16 24 20.0 16.1 UU 178 768 1.4 12714

13.8 23 20.3 16.5 119 200

P16 14.0

14.2 40 22 18 23 20.0 16.2 188 180 *UU/UUR 136 127 780 2.6 5171

14.4 23 19.7 16.0 138 150 UU 105 784 3.2 3281

14.6 188 250

P17 15.0

15.2 20.0 75 88

15.4 34 21 13 26 20.5 16.2 68 63 UU 68 803 0.6 11333

15.6 25 19.4 15.5 50 75 *UU/UUR 45 44 806 2.4 1852

15.8 23 19.7 16.0 84 15 65

P18 16.0

16.2 81 60

16.4 81 55

16.6 18 20.9 17.7 88 63 *UU 128 825 1.5 8828

16.8 35 18 17 21 20.8 17.2 100 88 UU 93 829 0.6 15500

P19 17.0

17.2 16 19.9 17.1 105 53 UU 97 837 1.6 6063

17.4 83 60

17.6 25 15 10 32 18 21.3 18.0 2.69 63 63 *UU 71 844 2.9 2474

P20 18.0

18.4 18 20.9 17.7 50 70

18.6 25 14 11 17 20.4 17.4 50 63 UU 55 863 1.4 3929

P21 19.0

19.2 88 180

19.4 35 17 18 19 21.3 17.9 100 125 UU 121 879 1.3 9308

19.6 20 21.0 17.5 100 150

P22 20.0

20.2 113 150

20.4 18 21.4 18.1 138

20.6 19 21.2 17.8 125 100 UU 158 898 1.6 9875

P23 21.0

21.2 88 150

21.4 18 21.0 17.8 88 150

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B


S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS


P O C K E T


I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1


C UUL ONG


C OM

P A NY

U C T

C D C I U U UR

U U

*


Max i mum

S t r es s









OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D


M a d eB y :

S P

C O N F I N I N G


N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY



T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E


P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %




21.6 29 19 10 65 18 20.9 17.7 2.72 88 150 UU 102 920 1.4 7286

21.8 18 21.3 18.0 155 88 200 *UU/UUR 101 95 924 2.7 3686

P24 22.0

22.2 19 21.8 18.3 113 190

22.4 18 21.1 17.8 120 180 UU 214 936 0.8 26750

22.6 155 113 175

P25 23.0

23.2 170 200

23.4 48 22 26 22 20.1 16.4 175 250 UU 223 955 0.7 31857

23.6 20 19.7 16.4 175 275

P26 24.0

24.2 24 200 250 *OEDO 929

24.4 21 20.7 17.1 200 260 UU 182 974 0.8 22750

24.6 21 20.8 17.2 200 260 *UU 184 977 1.2 15333

P27 25.0

25.2 156 225

25.4 20 20.2 16.8 156 250 *UU 99 993 2.0 4853

25.6 20 20.9 17.4 156 250 UU/UUR 140 96 996 1.4 10000

25.6 33 18 15 73 19 2.73

P28 26.0

26.2 69 100

26.4 20 19.9 16.6 75 100

26.6 35 19 16 24 20.5 16.5 75 125 UU 84 1015 1.5 5600

26.8 21 21.0 17.3 75 113 *UU/UUR 110 103 1019 1.8 6145

P29 27.0

27.2 21 20.2 16.7 69 150

27.4 22 20.8 17.0 138 350 UU 231 1031 1.4 16500

P30 28.0

28.2 21 20.9 17.2 163 400 *UU 330 1046 1.3 25581

28.4 60 26 34 98 23 20.6 16.7 2.76 163 400 UU 250 1050 0.8 31250

29.0

P31 29.4

29.6

29.8 23 20.5 16.6 181 350

30.0 21 19.9 16.4 185 375 UU 272 1076 1.3 20923

P32 33.0

33.2 48 88

33.4 48 88

33.6 26 20 6 87 25 20.3 16.2 2.75 48 100 UU 81 1148 2.6 3115

33.8 27 20.5 16.1 127 58 55 113

P33 37.0

37.2 75 225

37.4 22 21.6 17.7 75 175

37.6 26 20 6 67 24 21.5 17.3 2.72 81 225 UU 146 1224 3.2 4563

37.8 24 19.8 15.9 100 250 *UU/UUR 121 84 1228 2.4 5021

37.8 24

P34 41.0

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B


S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS


P O C K E T


I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1


C UUL ONG


C OM

P A NY

U C T

C D C I U U UR

U U

*


Max i mum

S t r es s









OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D


M a d eB y :

S P

C O N F I N I N G


N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY



T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E


P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %




41.2 23 21.9 17.8 113 135

41.4 33 18 15 74 19 21.6 18.1 2.70 106 135 UU 68 1297 3.0 2267

41.6 19 21.3 17.9 106 135 *UU/UUR 126 122 1300 3.1 4078

P35 45.0

45.4 66 24 20.3 16.3 2.69 *SB 30

45.8 25 20.6 16.4

P36 49.0

49.3 29 19.8 15.3

49.7 30 25 19.4 15.5 2.68 *CD 32 2.7

P37 53.0

53.2 36 19 17 81 28 19.8 15.4 2.72 88 100 UU 54 1521 2.6 2077

53.4 26 19.9 15.8 63 50

53.6 23 20.2 16.4 63 50 *UU/UUR 58 32 1528 4.4 1327

P38 57.0

57.2 90 75

57.4 37 20 17 29 20.3 15.7 155 150 UU/UUR 138 57 1601 4.2 3286

57.6 25 20.1 16.0 138 125

57.8 138 125

P39 61.0

61.3 175 150

61.5 32 20.6 15.6 163 125

61.7 47 24 23 98 32 19.8 15.0 2.75 175 138 UU 225 1682 2.0 11250

61.9 31 18.8 14.3 145 125 *UU 135 1686 2.1 6553

P40 65.0

65.1 150 150

65.3 28 19.8 15.4 160 138

65.5 29 19.7 15.2 160 138 UU 122 1755 3.0 4067

P41 69.0

69.4 69 26 20.0 15.8 2.70 *CD 32

P42 73.0

73.1 40 63

73.3 32 19.5 14.7 40 75

73.5 28 23 5 92 30 19.7 15.1 2.72 57 88 UU 80 1907 4.4 1818

73.7 40 50

P43 77.0

77.2

77.4 55 24 20.8 16.7 2.69

77.6 23 20.0 16.2 *SB 31

77.8 24 20.9 16.8

P44 81.0

81.4 34 34 18.2 13.6 *SB 33

81.7 125 138

81.9 34 19 15 27 19.9 15.6 115 24 130 150 UU 130 2066 7.4 1757

P45 85.0

85.5 23 20.0 16.2

85.7 41 26 20.0 15.8 2.68 *SB 33

P46 89.0

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B


S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS


P O C K E T


I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1


C UUL ONG


C OM

P A NY

U C T

C D C I U U UR

U U

*


Max i mum

S t r es s









OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D


M a d eB y :

S P

C O N F I N I N G


N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY



T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E


P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %




89.2 81 125

89.4 26 20.0 15.8 81 125

89.6 88 130

89.8 30 20 10 85 25 20.4 16.3 2.70 121 24 81 125 UU/UUR 142 193 2216 7.6 1868

P47 93.0

93.2 69 125

93.4 22 19.4 15.9 69 125

93.6 24 19.4 15.6 75 125 *UU/UUR 103 76 2288 5.7 1810

93.8 33 20 13 95 28 19.1 14.9 2.74 136 29 75 145 UU 72 2292 7.0 1029

P48 97.0

97.2 125 160

97.4 26 19.7 15.6 125 160

97.6 25 19.7 15.7 131 160 *UU/UUR 188 131 2364 3.3 5663

97.8 39 22 17 95 25 20.0 16.0 2.74 147 32 138 180 UU 241 2368 3.5 6886

P49 101.0

101.2 131 113

101.4 131 113

101.6 36 20 16 92 26 19.9 15.8 2.72 131 125 UU 132 2440 4.0 3300

101.8 24 19.7 15.9 131 113 *UU/UUR 148 83 2444 3.8 3885

P50 105.0

105.2 106 125

105.4 106 125

105.6 31 19 12 89 23 20.4 16.6 2.73 106 125 UU 140 2516 4.8 2917

105.8 23 20.5 16.6 113 150 *UU/UUR 164 85 2520 4.5 3636

P51 109.0

109.2 125 150

109.4 23 19.8 16.1 126 150

109.6 24 19.4 15.6 126 175 *UU/UUR 185 120 2592 3.6 5110

109.8 41 21 20 23 19.9 16.1 141 150 UU 152 2596 4.0 3800

P52 113.0

113.2 119 225

113.4 22 20.8 17.0 125 220 *UU/UUR 209 129 2665 4.9 4274

113.6 27 18 9 82 22 20.6 16.9 2.73 119 220 UU 117 2668 1.9 6158

113.8 22 20.6 16.9 106 225

P53 117.0

117.3 21 21.0 17.3

117.5 42 23 20.9 17.0 2.70 *SB 30

P54 121.0

121.2 26 19.6 15.5

121.4 6 28 19.4 15.1 2.68 *CD 35 5.7

P55 125.0

125.4 29 18.8 14.5

125.7 21 26 18.4 14.6 2.69 *SB 33

P56 129.0

129.4 18 21.0 17.8

129.6 33 19 20.8 17.4 2.70 *SB 33

P57 133.0

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B


S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS


P O C K E T


I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1


C UUL ONG


C OM

P A NY

U C T

C D C I U U UR

U U

*


Max i mum

S t r es s









OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D


M a d eB y :

S P

C O N F I N I N G


N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY



T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E


P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %




133.4 20 21.0 17.5

133.8 21 20.5 16.9

P58 136.0

136.5 30 18 12 62 24 20.3 16.3 45 63 UU 152 3104 5.1 2980

136.7 22 20.4 16.7 55 75 *UU/UUR 148 128 3.1 4790

136.9 70 150

m

STRAIN/MOD.

OF ELASTICITY

% kPa

S B


S T

S A M P L E N o .

T O R V A N E

M O T O R V A N E

R E M O U L D E D

L I Q U I D

L I M I T

ATTERBERG LIMITS


P O C K E T


I N S I T U V A N E

E 5 0

O R G A N I C

C O N T E N T

C H L O R I D E

C O N T E N T

kPa

B U L K

B H & C P T U S V - 6 X

B L O C K 1 5 -1


C UUL ONG


C OM

P A NY

U C T

C D C I U U UR

U U

*


Max i mum

S t r es s









OEDOMETER

TEST

/PRO/F010 REV. 1

R E M O U L D E D


M a d eB y :

S P

C O N F I N I N G


N o . 2

0 0

kN/m3

%

S U L P H A T E

C O N T E N T

E F F E C T I V E

C O H E S I O N

( C ' ) p

c

P L A S T I C I T Y

I N D E X

%

D R Y

DENSITY



T Y P E O F

T E S T

I N S I T U V A N E

R E M O U L D E D

M O T O R V A N E


P R E S S U R E

(

)

CHEMICAL TEST

U N D R A I N E D


( S u

)

degkPa

D a t e:

0 3 - 0 6 -2 0 1 3

D E P T H

P L A S T I C

L I M I T

C A R B O N A T E

C O N T E N T

kPa %




0 100 200 300 400

Undrained Shear Strength, Su (kPa)

0

2

4

6

8

10

12

N e t C o n e R e s i s t a n c e , q n e t ( M P a

)

CORRELATION OF CPTU AND SU DATA

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAMCUU LONG JOINT OPERATING COMPANY (CLJOC)

02/07/2013Date performed:

Checked by : CHG

SPMade by :


UU Triaxial Offshore

UU Triaxial Onshore

Pocket Penetrometer

Torvane

Motorvane

Nkt

= 25

Nkt

= 28



0 2 4 6 8 10 12 14

Sensitivity, St

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h ( m )


Checked by : CHG

SPMade by :

Plate 10

BH SV-6XBLOCK 15-1



St deduced from CPTU with Ns= 1.0 - 4.0

St computed from Onshore UU-UU Remoulded Triaxial Test

St computed from Motorvane Remoulded Test



0 5 10 15 20 25 30 35 40

Cone Tip Resistance (MPa)

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h ( m )

Date performed:

Checked by :

Made by :

Plate 11

26/06/2013

CHG

SP


BH SV-6XBLOCK 15-1


Relative Density (Dr) categories - Jamiolkowski et al. (2001)

VeryLoose

Loose

Medium Dense

Dense

VeryDense

Prepared by :



v'

4

8

12

16

20

24

28

32

36

40

44

48

52

56

60

64

68

72

76

80

84

88

92

96

100

104

108

112

116

120

124

128

132

136

16

32

48

64

80

96

112

128

144

160

176

192

208

224

240

256

272

288

304

320

336

352

368

384

400

416

432

448

E 862,460m; N 1,144,836m

Made By/Date SP - 03-06-2013

Date Performed

47.1 m LAT


ft

TorvanePocket Penetrometer Motor VaneMotor Vane RemouldedEst. from CPT:Nkt=20Est. from CPT:Nkt=25

VERTICAL STRESS, (kPa)

0 300 600 900 1200 1500 1800

Preconsolidation Pressure:* (From Oedometer Test)O (From UU Triaxial Test)

Plate

Checked By/Date


UNDRAINED SHEAR STRENGTH, Su (kPa)

CoordinatesBH & CPTU SV-6X

BLOCK 15-1

OFFSHORE VIETNAM

CUU LONG JOINT OPERATING COMPANY

50

12

0 3 6 9

Design Profile

Water Depth

SUBMERGEDDENSITY, ' (kN/m

3)

STRAIN, (%)

D E P T H

m0 50 100 150 200 250 300 350 400 450 500

17-04-2013 - 19-04-2013

CHG - 05-06-2013

D O W N H O L E

C P T

S O I L

P R O F I L E

SUMMARY BORING

8 9 10 11 12

(Su/p')nc = 0.17

'ave = 10.08 kN/m

3

UU Triaxial OnshoreUU Triaxial OffshoreUU RemouldedIn situ VaneEst. from CPT:Nkt=25 (30m-132.8m)Est. from CPT:Nkt=28 (134m-139.8m)

>>



From To

Medium dense 0.0 0.0 0.00

silty fine SAND 3.1 6.3 0.24

Stiff to very stiff 3.1 36.8

lean CLAY 4.2 40.2


silty fine SAND 5.2 15.3 0.63

Very stiff to hard 5.2 71.6

sandy lean CLAY 7.5 78.2


SILT with sand 10.0 28.6 1.18


lean CLAY 15.0 92.7

Stiff 15.0 54.3





lean CLAY 27.0 116.9

Hard 27.0 128.0

fat CLAY 30.0 135.1

Medium dense 30.0

clayey SILT 33.0

Very stiff 33.0 100.3

silty CLAY 38.0 107.7

Medium dense 38.0

SILT 41.0

Very stiff 41.0 112.4

lean CLAY with sand 45.0 118.5

Dense 45.0

sandy SILT 51.7


lean CLAY 58.0 140.0

Very stiff 58.0

lean CLAY 65.6

Medium dense 65.6

silty fine SAND 67.0

Dense 67.0

sandy SILT 73.0

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 13a

Checked by CHG

100

200

25°

200

80

4.8019 9.9

PRELIMINARY TABULATION OF DESIGN PARAMETERS

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM

CUU LONG JOINT OPERATING COMPANY (CLJOC)

Date Performed 27-06-2013

Made by SP

81.330°

17 9.9 1.26

18 9.9 2.90

140.0

67.0

140

25°

15 10.1 2.90

16 9.9 1.26

67.0

140

30°

13 11.6 25° 2.90

14 11.6 1.08

67.0

120

11 10.3 25°

240

2.90

12 10.3 120

67.0

1.08

9 10.3 200 1.80

10 10.4 2.16

10.3 0.72

8 11.1 1.13125

3 10.9 25°

4 10.2

6 9.8 1.80

7

Soil Description

Penetration

(m)Submerged

Unit Weight

(kN/m3)

1.80

5 9.4

0.90

Undrained Shear

Strength, Su

(kPa)/Friction

angle, phi

Unit Skin

Friction

(kPa)

Unit End

Bearing

(MPa)

1 9.5 25°

2 11.2

Stratum



From To

Hard 73.0 259.1

cohesive SILT 74.3 261.2


CLAY 76.3 197.1

Dense 76.3 233.2

sandy SILT 78.4 236.4


CLAY 79.2 210.6

Dense 79.2

SILT 81.0

Dense 81.0


Dense 86.0

SILT 88.6

Very stiff 88.6

lean CLAY with sand 90.8

Dense 90.8

SILT 93.0

Very stiff to hard 93.0 160.0 1.44

lean CLAY 97.0 240.0 2.16

Very stiff 97.0

lean CLAY 102.5

Medium dense 102.5

SILT 103.4

Very stiff 103.4

lean CLAY 106.0

Very stiff to hard 106.0

CLAY 107.3

Dense 107.3

SAND 109.0


lean CLAY 116.3

Dense 116.3



CLAY 125.0

Dense 125.0


PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 13b

9.8

240

200.0

81.3

160.0

30°

10.2 160 1.44

2.16

160

10.1

1.80

4.8081.3

200.0

25°

35 10.1

36

220

30°

30°

30°

200

30°

32

240

30°

200

81.3

200

30°

240.0

200.0

SP

Date Performed

4.80

67.0 2.90

37 10.1

38 10.1

1.80

34 10.2

PRELIMINARY TABULATION OF DESIGN PARAMETERS27-06-2013

CHGChecked by

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by

26 9.8

29 9.2

30

33 10.2

9.8

28

31

23 10.8

360

10.1

24 10.8

25 9.8

27 10.1

Undrained Shear

Strength, Su

(kPa)/Friction

angle, phi

22 10.8

Submerged

Unit Weight

(kN/m3)

200

30°

Unit End

Bearing

(MPa)

20 9.5

21 9.5

Stratum Soil Description

Penetration

(m)Unit Skin

Friction

(kPa)

1.80

160.0

3.24

2.52

1.98

4.80

2.90

81.3

67.0

1.44

4.80

4.80

1.80

160

2.90

81.3

67.0



From To

Hard 134.0 349.1



CLAY 140.0

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 13c

Checked by CHG

240 220.0 1.98

PRELIMINARY TABULATION OF DESIGN PARAMETERS

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Date Performed 27-06-2013

Made by SP

3.24

40 10.5

Unit End

Bearing

(MPa)

39 10.5 360

Stratum Soil Description

Penetration

(m)Submerged

Unit Weight

(kN/m3)

Undrained Shear

Strength, Su

(kPa)/Friction

angle, phi

Unit Skin

Friction

(kPa)



Unit End Bearing

Unit Skin Friction

0 50 100 150 200 250 300 350 400

Unit Skin Friction (kPa)

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w M u d l i n e ( m )

0 1 2 3 4 5 6 7

Unit End Bearing (MPa)

ULTIMATE UNIT VALUES FOR END BEARING & SKIN FRICTION

BH SV-6XBLOCK 15-1


04/06/2013Date performed

Checked by CHG

SPMade by




Ultimate Plugged Pile Capacity in Compression

Ultimate Outer Skin Friction In Compression & Tension

0 10 20 30 40 50 60 70 80

Ultimate Bearing Capacity (MN)

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0


04/06/2013Date Performed

Made by

Checked by CHG

SP






0 10 20 30 40 50 60 70 80


140

130

120

110

100

90

80

70

60

50

40

30

20

10

0



Made by

Checked by CHG

SP






0 10 20 30 40 50 60 70 80


140

130

120

110

100

90

80

70

60

50

40

30

20

10

0



Made by

Checked by CHG

SP

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 15d



1. 50 (%) is the axial strain at half of peak deviator stress for clays.

2. ki is the constant of horizontal subgrade reaction for granular soils in MN/m3 .

3. ' is the angle of internal friction for granular soils in degree.

4. Su is the design undrained shear strength for clays in kPa.

5. ' is the average submerged unit weight for clays and granular soils in kN/m3.

Notes

Mudline Penetration

BH SV-6XBLOCK 15-01OFFSHORE VIETNAM



Checked by : CHG

SPMade by :


Prepared by :

Medium dense silty fine SAND

Medium densesilty fine SAND

Very stiff to hard sandy lean CLAY

Medium dense sandy SILT

Very stiff to hard lean CLAY

Stiff sandy lean CLAY

Stiff to very stiff sandy lean CLAY


Hard fat CLAY

Medium dense clayey SILT

Very stiff silty CLAY

Medium dense SILT

Very stiff lean CLAY

Dense sandy SILT

Stiff to very stiff lean CLAY


Medium dense silty fine SAND

Dense sandy SILT

Hard clayey SILT



1. 50 (%) is the axial strain at half of peak deviator stress for clays.

2. ki is the constant of horizontal subgrade reaction for granular soils in MN/m3 .

3. ' is the angle of internal friction for granular soils in degree.

4. Su is the design undrained shear strength for clays in kPa.

5. ' is the average submerged unit weight for clays and granular soils in kN/m3.

Notes

Mudline Penetration

BH SV-6XBLOCK 15-01OFFSHORE VIETNAM



Checked by : CHG

SPMade by :


Prepared by :

Very stiff to hard CLAY

Dense sandy SILTVery stiff to hard

CLAY

Dense SILT

Dense silty fine SAND

Dense SILT

Dense SILT



Very stiff lean CLAYMedium dense

SILT


Very stiff to hard CLAYDense SAND


Dense fine SAND


Dense silty fine SAND

Hard sandy lean CLAY




CYCLIC P-Y DATA

Pile Diameter 762 mm

Clays : Matlock Method (1970)

Sand : Reese et al. Method (1974)

p1/p4 = mobilised soil resistance (kN/m)

y1/y4 = lateral pile deflection (mm)

Scour consideration : One pile diameter

Depth Soil

(m) Type

0.7 Sand 1.17 1.59 8.07 3.18 12.32 6.35 14.30 12.70 14.49 25.40 14.49 28.58 25o

1.0 Sand 6.35 1.59 11.86 3.18 19.01 6.35 23.23 12.70 23.82 25.40 23.82 28.58 25o

2.0 Sand 12.86 1.59 24.85 3.18 43.92 6.35 62.23 12.70 68.16 25.40 68.33 28.58 25o

3.0 Sand 19.39 1.59 37.98 3.18 70.31 6.35 110.25 12.70 131.46 25.40 132.56 28.58 25o

3.1 Sand 20.04 1.59 39.30 3.18 72.98 6.35 115.34 12.70 138.71 25.40 139.98 28.58 25o

3.1 Clay 75.56 0.95 108.42 2.86 164.27 9.53 164.27 28.58 164.27 142.88 164.27 285.75 100.0 0.5

4.0 Clay 82.51 0.95 118.38 2.86 179.36 9.53 179.36 28.58 179.36 142.88 179.36 285.75 100.0 0.5

4.2 Clay 84.05 0.95 120.59 2.86 182.71 9.53 182.71 28.58 182.71 142.88 182.71 285.75 100.0 0.5

4.2 Sand 27.23 1.59 53.83 3.18 102.93 6.35 176.28 12.70 236.28 25.40 241.47 28.58 25o

5.0 Sand 32.45 1.59 64.34 3.18 124.41 6.35 220.54 12.70 314.42 25.40 324.41 28.58 25o

5.2 Sand 33.75 1.59 66.96 3.18 129.76 6.35 231.62 12.70 334.77 25.40 346.21 28.58 25o

5.2 Clay 174.17 0.95 249.90 2.86 378.63 9.53 378.63 28.58 378.63 142.88 378.63 285.75 2 00.0 0.5

6.0 Clay 184.73 0.95 265.05 2.86 401.59 9.53 401.59 28.58 401.59 142.88 401.59 285.75 2 00.0 0.5

7.0 Clay 197.93 0.95 283.99 2.86 430.28 9.53 430.28 28.58 430.28 142.88 430.28 285.75 2 00.0 0.5

7.5 Clay 204.53 0.95 293.46 2.86 444.63 9.53 444.63 28.58 444.63 142.88 444.63 285.75 2 00.0 0.5

7.5 Silt 48.74 1.59 97.04 3.18 190.63 6.35 356.37 12.70 572.92 25.40 605.29 28.58 25o

8.0 Silt 52.00 1.59 103.57 3.18 203.81 6.35 383.37 12.70 626.49 25.40 664.39 28.58 25o

9.0 Silt 58.51 1.59 116.58 3.18 229.74 6.35 434.45 12.70 720.46 25.40 766.74 28.58 25o

o

P1 Y1 P2 Y2 P3 Y3 P4 Y4 P5 Y5 P6 Y6 Su 50/deg

10.0 Silt 65.01 1.59 129.52 3.18 255.22 6.35 482.38 12.70 798.79 25.40 849.80 28.58 25o

10.0 Clay 237.40 0.95 340.61 2.86 516.08 9.53 516.08 28.58 516.08 142.88 516.08 285.75 200.0 0.5

11.0 Clay 250.62 0.95 359.58 2.86 544.82 9.53 544.82 28.58 544.82 142.88 544.82 285.75 200.0 0.5

12.0 Clay 263.83 0.95 378.54 2.86 573.55 9.53 573.55 28.58 573.55 142.88 573.55 285.75 200.0 0.5

13.0 Clay 277.05 0.95 397.51 2.86 602.28 9.53 602.28 28.58 602.28 142.88 602.28 285.75 200.0 0.5

14.0 Clay 290.27 0.95 416.47 2.86 631.02 9.53 631.02 28.58 631.02 142.88 631.02 285.75 200.0 0.5

15.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

15.0 Clay 126.19 1.91 181.05 5.72 274.32 19.05 395.02 57.15 395.02 285.75 395.02 571.50 80.0 1.0

16.0 Clay 126.19 1.91 181.05 5.72 274.32 19.05 395.02 57.15 395.02 285.75 395.02 571.50 80.0 1.0

17.0 Clay 126.19 1.91 181.05 5.72 274.32 19.05 395.02 57.15 395.02 285.75 395.02 571.50 80.0 1.0

18.0 Clay 126.19 1.91 181.05 5.72 274.32 19.05 395.02 57.15 395.02 285.75 395.02 571.50 80.0 1.0

19.0 Clay 126.19 1.91 181.05 5.72 274.32 19.05 395.02 57.15 395.02 285.75 395.02 571.50 80.0 1.0

19.0 Clay 197.17 0.95 282.89 2.86 428.63 9.53 428.63 28.58 428.63 142.88 428.63 285.75 125.0 0.5

20.0 Clay 197.17 0.95 282.89 2.86 428.63 9.53 428.63 28.58 428.63 142.88 428.63 285.75 125.0 0.5

21.0 Clay 197.17 0.95 282.89 2.86 428.63 9.53 428.63 28.58 428.63 142.88 428.63 285.75 125.0 0.5

22.0 Clay 197.17 0.95 282.89 2.86 428.63 9.53 428.63 28.58 428.63 142.88 428.63 285.75 125.0 0.5

23.0 Clay 197.17 0.95 282.89 2.86 428.63 9.53 428.63 28.58 428.63 142.88 428.63 285.75 125.0 0.523.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

24.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

25.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

26.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

27.0 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

27.0 Clay 378.56 0.95 543.15 2.86 822.96 9.53 822.96 28.58 822.96 142.88 822.96 285.75 240.0 0.5

SP

PRELIMINARY P-Y DATA762mm (30-inch) DIAMETER CONDUCTOR

BH SV-6X

BLOCK 15-1

Date Performed : 10/06/2013

Made by :




CYCLIC P-Y DATA

Pile Diameter = 762 mm






Depth Soil

(m) Type

30.0 Clay 378.56 0.95 543.15 2.86 822.96 9.53 822.96 28.58 822.96 142.88 822.96 285.75 240.0 0.5

30.0 Silt 195.04 1.59 388.74 3.18 766.98 6.35 1456.41 12.70 2443.64 25.40 2608.11 28.58 25o

33.0 Silt 214.54 1.59 427.61 3.18 843.68 6.35 1602.06 12.70 2688.00 25.40 2868.92 28.58 25o

33.0 Clay 189.28 0.95 271.58 2.86 411.48 9.53 411.48 28.58 411.48 142.88 411.48 285.75 120.0 0.5

38.0 Clay 189.28 0.95 271.58 2.86 411.48 9.53 411.48 28.58 411.48 142.88 411.48 285.75 120.0 0.5

38.0 Silt 247.06 1.59 492.47 3.18 972.08 6.35 1848.79 12.70 3116.14 25.40 3329.67 28.58 25o

41.0 Silt 266.57 1.59 531.39 3.18 1049.11 6.35 1996.76 12.70 3372.76 25.40 3605.83 28.58 25o

41.0 Clay 189.28 0.95 271.58 2.86 411.48 9.53 411.48 28.58 411.48 142.88 411.48 285.75 120.0 0.545.0 Clay 189.28 0.95 271.58 2.86 411.48 9.53 411.48 28.58 411.48 142.88 411.48 285.75 120.0 0.5

45.0 Silt 691.67 1.59 1375.76 3.18 2692.84 6.35 4970.66 12.70 7739.53 25.40 8119.80 28.58 30o

51.7 Silt 794.63 1.59 1580.42 3.18 3092.45 6.35 5702.03 12.70 8854.76 25.40 9284.64 28.58 30o

51.7 Clay 220.83 0.95 316.84 2.86 480.06 9.53 480.06 28.58 480.06 142.88 480.06 285.75 140.0 0.5

58.0 Clay 220.83 0.95 316.84 2.86 480.06 9.53 480.06 28.58 480.06 142.88 480.06 285.75 140.0 0.5

58.0 Clay 220.83 0.95 316.84 2.86 480.06 9.53 480.06 28.58 480.06 142.88 480.06 285.75 140.0 0.5

65.6 Clay 220.83 0.95 316.84 2.86 480.06 9.53 480.06 28.58 480.06 142.88 480.06 285.75 140.0 0.5

65.6 Sand 426.48 1.59 850.05 3.18 1677.23 6.35 3185.32 12.70 5346.68 25.40 5707.14 28.58 25o

67.0 Sand 435.59 1.59 868.19 3.18 1712.97 6.35 3252.94 12.70 5458.90 25.40 5826.57 28.58 25o

o


. . . . . . . . . . . . .

73.0 Silt 1121.93 1.59 2230.94 3.18 4361.90 6.35 8021.07 12.70 12375.71 25.40 12959.09 28.58 30o

73.0 Silt 567.84 0.95 814.73 2.86 1234.44 9.53 1234.44 28.58 1234.44 142.88 1234.44 285.75 360.0 0.5

74.3 Silt 567.84 0.95 814.73 2.86 1234.44 9.53 1234.44 28.58 1234.44 142.88 1234.44 285.75 360.0 0.574.3 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

76.3 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

76.3 Silt 1172.64 1.59 2331.73 3.18 4558.64 6.35 8380.76 12.70 12923.01 25.40 13530.53 28.58 30o

78.4 Silt 1204.92 1.59 2395.89 3.18 4684.00 6.35 8610.74 12.70 13275.83 25.40 13899.55 28.58 30o

78.4 Clay 347.01 0.95 497.89 2.86 754.38 9.53 754.38 28.58 754.38 142.88 754.38 285.75 220.0 0.5

79.2 Clay 347.01 0.95 497.89 2.86 754.38 9.53 754.38 28.58 754.38 142.88 754.38 285.75 220.0 0.5

79.2 Silt 1217.21 1.59 2420.36 3.18 4731.96 6.35 8699.66 12.70 13415.70 25.40 14046.59 28.58 30o

81.0 Silt 1244.87 1.59 2475.33 3.18 4839.24 6.35 8895.63 12.70 13713.33 25.40 14357.23 28.58 30o

81.0 Sand 1244.87 1.59 2475.33 3.18 4839.24 6.35 8895.63 12.70 13713.33 25.40 14357.23 28.58 30o

86.0 Sand 1321.50 1.59 2626.37 3.18 5124.69 6.35 9358.97 12.70 14209.21 25.40 14830.59 28.58 30o

86.0 Silt 1321.50 1.59 2626.37 3.18 5124.69 6.35 9358.97 12.70 14209.21 25.40 14830.59 28.58 30o

88.6 Silt 1361.45 1.59 2705.82 3.18 5279.93 6.35 9643.88 12.70 14646.67 25.40 15288.19 28.58 30o

88.6 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.590.8 Clay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

90.8 Silt 1395.26 1.59 2773.04 3.18 5411.28 6.35 9884.95 12.70 15016.82 25.40 15675.39 28.58 30o

93.0 Silt 1429.06 1.59 2840.16 3.18 5541.86 6.35 10121.05 12.70 15366.98 25.40 16039.15 28.58 30o

93.0 Clay 252.37 0.95 362.10 2.86 548.64 9.53 548.64 28.58 548.64 142.88 548.64 285.75 160.0 0.5

97.0 Clay 378.56 0.95 543.15 2.86 822.96 9.53 822.96 28.58 822.96 142.88 822.96 285.75 240.0 0.5

97.0 Clay 252.37 0.95 362.10 2.86 548.64 9.53 548.64 28.58 548.64 142.88 548.64 285.75 160.0 0.5

102.5 Clay 167.20 0.95 239.89 2.86 363.47 9.53 363.47 28.58 363.47 142.88 363.47 285.75 106.0 0.5


SP

Plate 17b

PRELIMINARY P-Y DAT762mm (30-inch) DIAMETER CONDUCTOR

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by :



CYCLIC P-Y DATA







Depth Soil

(m) Type

102.5 Silt 666.30 1.59 1327.55 3.18 2615.62 6.35 4941.65 12.70 8173.62 25.40 8693.18 28.58 25o

103.4 Silt 672.15 1.59 1339.21 3.18 2638.59 6.35 4985.04 12.70 8245.38 25.40 8769.51 28.58 25o

103.4 C lay 252.37 0.95 362.10 2.86 548.64 9.53 548.64 28.58 548.64 142.88 548.64 285.75 160.0 0.5

106.0 C lay 252.37 0.95 362.10 2.86 548.64 9.53 548.64 28.58 548.64 142.88 548.64 285.75 160.0 0.5

106.0 C lay 378.56 0.95 543.15 2.86 822.96 9.53 822.96 28.58 822.96 142.88 822.96 285.75 240.0 0.5

107.3 C lay 378.56 0.95 543.15 2.86 822.96 9.53 822.96 28.58 822.96 142.88 822.96 285.75 240.0 0.5

107.3 Sand 1648.81 1.59 3276.94 3.18 6394.56 6.35 11680.87 12.70 17744.21 25.40 18522.21 28.58 30o

109.0 Sand 1674.93 1.59 3328.89 3.18 6496.13 6.35 11867.58 12.70 18031.95 25.40 18823.41 28.58 30

o

109.0 C lay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

116.3 C lay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

116.3 Sand 1787.12 1.59 3551.94 3.18 6931.98 6.35 12667.50 12.70 19260.12 25.40 20108.15 28.58 30o

123.0 Sand 1890.09 1.59 3756.66 3.18 7332.01 6.35 13401.64 12.70 20387.31 25.40 21287.25 28.58 30o

123.0 C lay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

125.0 C lay 315.47 0.95 452.63 2.86 685.80 9.53 685.80 28.58 685.80 142.88 685.80 285.75 200.0 0.5

125.0 Sand 1920.82 1.59 3817.77 3.18 7451.42 6.35 13620.79 12.70 20723.77 25.40 21639.21 28.58 30o

134.0 Sand 2059.14 1.59 4092.76 3.18 7988.77 6.35 14606.93 12.70 22237.84 25.40 23223.01 28.58 30o

134.0 Clay 567.84 0.95 814.73 2.86 1234.44 9.53 1234.44 28.58 1234.44 142.88 1234.44 285.75 360.0 0.5


. . . . . . . . . . . . . . .

139.0 C lay 347.01 0.95 497.89 2.86 754.38 9.53 754.38 28.58 754.38 142.88 754.38 285.75 220.0 0.5

140.0 C lay 347.01 0.95 497.89 2.86 754.38 9.53 754.38 28.58 754.38 142.88 754.38 285.75 220.0 0.5

SP


BH SV-6X

BLOCK 15-1


Made by :


OFFSHORE VIETNAM



CYCLIC P-Y DATA







Depth Soil

(m) Type

0.7 Sand 1.40 1.90 9.55 3.81 14.25 7.62 16.21 15.23 16.36 30.47 16.36 34.28 25o

1.0 Sand 7.59 1.90 14.03 3.81 21.91 7.62 26.03 15.23 26.49 30.47 26.50 34.28 25o

2.0 Sand 15.39 1.90 29.49 3.81 50.86 7.62 68.98 15.23 73.66 30.47 73.75 34.28 25o

3.0 Sand 23.21 1.90 45.21 3.81 82.10 7.62 123.06 15.23 140.54 30.47 141.24 34.28 25o

3.1 Sand 23.99 1.90 46.79 3.81 85.28 7.62 128.87 15.23 148.24 30.47 149.05 34.28 25o

3.1 Clay 87.08 1.14 124.94 3.43 189.31 11.43 189.31 34.28 189.31 171.38 189.31 342.75 1 00.0 0.5

4.0 Clay 94.38 1.14 135.41 3.43 205.17 11.43 205.17 34.28 205.17 171.38 205.17 342.75 1 00.0 0.5

4.2 Clay 96.00 1.14 137.73 3.43 208.69 11.43 208.69 34.28 208.69 171.38 208.69 342.75 1 00.0 0.5

4.2 Sand 32.62 1.90 64.25 3.81 121.27 7.62 200.03 15.23 253.48 30.47 257.19 34.28 25o

5.0 Sand 38.88 1.90 76.88 3.81 147.11 7.62 252.45 15.23 339.49 30.47 347.11 34.28 25o

5.2 Sand 40.45 1.90 80.03 3.81 153.56 7.62 265.65 15.23 362.14 30.47 371.00 34.28 25o

5.2 Clay 196.98 1.14 282.63 3.43 428.22 11.43 428.22 34.28 428.22 171.38 428.22 342.75 200.0 0.5

6.0 Clay 207.81 1.14 298.17 3.43 451.77 11.43 451.77 34.28 451.77 171.38 451.77 342.75 200.0 0.5

7.0 Clay 221.35 1.14 317.59 3.43 481.20 11.43 481.20 34.28 481.20 171.38 481.20 342.75 200.0 0.5

7.5 Clay 228.12 1.14 327.31 3.43 495.92 11.43 495.92 34.28 495.92 171.38 495.92 342.75 200.0 0.5

7.5 Silt 58.43 1.90 116.14 3.81 226.74 7.62 414.79 15.23 632.25 30.47 660.41 34.28 25o

8.0 Silt 62.34 1.90 123.98 3.81 242.59 7.62 447.22 15.23 694.19 30.47 727.83 34.28 25o

9.0 Silt 70.15 1.90 139.66 3.81 274.26 7.62 512.11 15.23 820.77 30.47 866.54 34.28 25o

o

Y6 Su 50/degY3 P4 Y4 P5 Y5 P6P1 Y1 P2 Y2 P3

10.0 Silt 77.97 1.90 155.33 3.81 305.90 7.62 576.97 15.23 949.95 30.47 1009.22 34.28 25o

10.0 Clay 261.81 1.14 375.65 3.43 569.16 11.43 569.16 34.28 569.16 171.38 569.16 342.75 200.0 0.5

11.0 Clay 275.37 1.14 395.10 3.43 598.64 11.43 598.64 34.28 598.64 171.38 598.64 342.75 200.0 0.5

12.0 Clay 288.93 1.14 414.56 3.43 628.12 11.43 628.12 34.28 628.12 171.38 628.12 342.75 200.0 0.5

13.0 Clay 302.49 1.14 434.01 3.43 657.60 11.43 657.60 34.28 657.60 171.38 657.60 342.75 200.0 0.5

14.0 Clay 316.05 1.14 453.47 3.43 687.07 11.43 687.07 34.28 687.07 171.38 687.07 342.75 200.0 0.5

15.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

15.0 Clay 151.36 2.29 217.17 6.86 329.04 22.85 473.82 68.55 473.82 342.75 473.82 685.50 80.0 1.0

16.0 Clay 151.36 2.29 217.17 6.86 329.04 22.85 473.82 68.55 473.82 342.75 473.82 685.50 80.0 1.0

17.0 Clay 151.36 2.29 217.17 6.86 329.04 22.85 473.82 68.55 473.82 342.75 473.82 685.50 80.0 1.0

18.0 Clay 151.36 2.29 217.17 6.86 329.04 22.85 473.82 68.55 473.82 342.75 473.82 685.50 80.0 1.0

19.0 Clay 151.36 2.29 217.17 6.86 329.04 22.85 473.82 68.55 473.82 342.75 473.82 685.50 80.0 1.0

19.0 Clay 236.50 1.14 339.32 3.43 514.13 11.43 514.13 34.28 514.13 171.38 514.13 342.75 125.0 0.5

20.0 Clay 236.50 1.14 339.32 3.43 514.13 11.43 514.13 34.28 514.13 171.38 514.13 342.75 125.0 0.5

21.0 Clay 236.50 1.14 339.32 3.43 514.13 11.43 514.13 34.28 514.13 171.38 514.13 342.75 125.0 0.5

22.0 Clay 236.50 1.14 339.32 3.43 514.13 11.43 514.13 34.28 514.13 171.38 514.13 342.75 125.0 0.5

23.0 Clay 236.50 1.14 339.32 3.43 514.13 11.43 514.13 34.28 514.13 171.38 514.13 342.75 125.0 0.523.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

24.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

25.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

26.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

27.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

27.0 Clay 454.08 1.14 651.50 3.43 987.12 11.43 987.12 34.28 987.12 171.38 987.12 342.75 240.0 0.5

PRELIMINARY P-Y DATA914mm (36-inch) DIAMETER CONDUCTOR

BH SV-6X

BLOCK 15-1


Made by : SP




CYCLIC P-Y DATA







Depth Soil

(m) Type

102.5 Silt 799.21 1.90 1592.37 3.81 3137.37 7.62 5927.39 15.23 9804.05 30.47 10427.26 34.28 25o

103.4 Silt 806.23 1.90 1606.35 3.81 3164.92 7.62 5979.43 15.23 9890.13 30.47 10518.81 34.28 25o

103.4 Clay 302.72 1.14 434.33 3.43 658.08 11.43 658.08 34.28 658.08 171.38 658.08 342.75 160.0 0.5

106.0 Clay 302.72 1.14 434.33 3.43 658.08 11.43 658.08 34.28 658.08 171.38 658.08 342.75 160.0 0.5

106.0 Clay 454.08 1.14 651.50 3.43 987.12 11.43 987.12 34.28 987.12 171.38 987.12 342.75 240.0 0.5

107.3 Clay 454.08 1.14 651.50 3.43 987.12 11.43 987.12 34.28 987.12 171.38 987.12 342.75 240.0 0.5

107.3 Sand 1977.70 1.90 3930.61 3.81 7670.11 7.62 14010.92 15.23 21283.74 30.47 22216.93 34.28 30o

109.0 Sand 2009.04 1.90 3992.92 3.81 7791.94 7.62 14234.87 15.23 21628.87 30.47 22578.22 34.28 30

o

109.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

116.3 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

116.3 Sand 2143.61 1.90 4260.47 3.81 8314.74 7.62 15194.34 15.23 23102.04 30.47 24119.22 34.28 30o

123.0 Sand 2267.11 1.90 4506.02 3.81 8794.57 7.62 16074.94 15.23 24454.07 30.47 25533.52 34.28 30o

123.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

125.0 Clay 378.40 1.14 542.92 3.43 822.60 11.43 822.60 34.28 822.60 171.38 822.60 342.75 200.0 0.5

125.0 Sand 2303.98 1.90 4579.32 3.81 8937.80 7.62 16337.80 15.23 24857.65 30.47 25955.69 34.28 30o

134.0 Sand 2469.88 1.90 4909.16 3.81 9582.33 7.62 17520.65 15.23 26673.74 30.47 27855.42 34.28 30o

134.0 Clay 681.11 1.14 977.25 3.43 1480.68 11.43 1480.68 34.28 1480.68 171.38 1480.68 342.75 360.0 0.5


. . . . . . . . . . . . . . .

139.0 Clay 416.24 1.14 597.21 3.43 904.86 11.43 904.86 34.28 904.86 171.38 904.86 342.75 220.0 0.5

140.0 Clay 416.24 1.14 597.21 3.43 904.86 11.43 904.86 34.28 904.86 171.38 904.86 342.75 220.0 0.5


BH SV-6X

BLOCK 15-1


Made by : SP

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 17f

OFFSHORE VIETNAM



CYCLIC P-Y DATA







Depth Soil

(m) Type

0.7 Sand 1.86 2.54 12.47 5.08 18.02 10.16 20.00 20.32 20.12 40.63 20.12 45.71 25o

1.0 Sand 1 0.06 2.54 18.29 5.08 27.52 10.16 31.53 20.32 31.86 40.63 31.86 45.71 25o

2.0 Sand 2 0.41 2.54 38.58 5.08 63.86 10.16 81.33 20.32 84.50 40.63 84.54 45.71 25o

3.0 Sand 30.84 2.54 59.41 5.08 104.12 10.16 145.24 20.32 157.52 40.63 157.83 45.71 25o

3.1 Sand 31.88 2.54 61.51 5.08 108.26 10.16 152.22 20.32 165.91 40.63 166.27 45.71 25o

3.1 Clay 110.19 1.52 158.10 4.57 239.55 15.24 239.55 45.71 239.55 228.56 239.55 457.13 100.0 0.5

4.0 Clay 118.19 1.52 169.58 4.57 256.94 15.24 256.94 45.71 256.94 228.56 256.94 457.13 100.0 0.5

4.2 Clay 119.97 1.52 172.13 4.57 260.81 15.24 260.81 45.71 260.81 228.56 260.81 457.13 100.0 0.5

4.2 Sand 43.40 2.54 84.85 5.08 156.02 10.16 240.72 20.32 282.33 40.63 284.29 45.71 25o

5.0 Sand 51.75 2.54 101.72 5.08 190.49 10.16 307.64 20.32 379.38 40.63 383.80 45.71 25o

5.2 Sand 53.84 2.54 105.93 5.08 199.10 10.16 324.68 20.32 405.29 40.63 410.53 45.71 25o

5.2 Clay 242.76 1.52 348.31 4.57 527.74 15.24 527.74 45.71 527.74 228.56 527.74 457.13 200.0 0.5

6.0 Clay 254.14 1.52 364.63 4.57 552.47 15.24 552.47 45.71 552.47 228.56 552.47 457.13 200.0 0.5

7.0 Clay 268.36 1.52 385.03 4.57 583.38 15.24 583.38 45.71 583.38 228.56 583.38 457.13 200.0 0.5

7.5 Clay 275.47 1.52 395.23 4.57 598.84 15.24 598.84 45.71 598.84 228.56 598.84 457.13 200.0 0.5

7.5 Silt 77.84 2.54 154.15 5.08 296.85 10.16 519.39 20.32 722.35 40.63 742.29 45.71 25o

8.0 Silt 83.05 2.54 164.62 5.08 318.06 10.16 562.27 20.32 797.29 40.63 821.86 45.71 25o

9.0 Silt 93.48 2.54 185.56 5.08 360.45 10.16 648.51 20.32 952.75 40.63 988.21 45.71 25o

o


10.0 Silt 103.90 2.54 206.48 5.08 402.82 10.16 735.12 20.32 1114.30 40.63 1162.65 45.71 25o

10.0 Clay 310.80 1.52 445.94 4.57 675.66 15.24 675.66 45.71 675.66 228.56 675.66 457.13 200.0 0.5

11.0 Clay 325.05 1.52 466.38 4.57 706.64 15.24 706.64 45.71 706.64 228.56 706.64 457.13 200.0 0.5

12.0 Clay 339.30 1.52 486.82 4.57 737.61 15.24 737.61 45.71 737.61 228.56 737.61 457.13 200.0 0.5

13.0 Clay 353.55 1.52 507.26 4.57 768.58 15.24 768.58 45.71 768.58 228.56 768.58 457.13 200.0 0.5

14.0 Clay 367.80 1.52 527.71 4.57 799.56 15.24 799.56 45.71 799.56 228.56 799.56 457.13 200.0 0.5

15.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

15.0 Clay 201.87 3.05 289.63 9.14 438.84 30.48 631.93 91.43 631.93 457.13 631.93 914.25 80.0 1.0

16.0 Clay 201.87 3.05 289.63 9.14 438.84 30.48 631.93 91.43 631.93 457.13 631.93 914.25 80.0 1.0

17.0 Clay 201.87 3.05 289.63 9.14 438.84 30.48 631.93 91.43 631.93 457.13 631.93 914.25 80.0 1.0

18.0 Clay 201.87 3.05 289.63 9.14 438.84 30.48 631.93 91.43 631.93 457.13 631.93 914.25 80.0 1.0

19.0 Clay 201.87 3.05 289.63 9.14 438.84 30.48 631.93 91.43 631.93 457.13 631.93 914.25 80.0 1.0

19.0 Clay 315.42 1.52 452.55 4.57 685.69 15.24 685.69 45.71 685.69 228.56 685.69 457.13 125.0 0.5

20.0 Clay 315.42 1.52 452.55 4.57 685.69 15.24 685.69 45.71 685.69 228.56 685.69 457.13 125.0 0.5

21.0 Clay 315.42 1.52 452.55 4.57 685.69 15.24 685.69 45.71 685.69 228.56 685.69 457.13 125.0 0.5

22.0 Clay 315.42 1.52 452.55 4.57 685.69 15.24 685.69 45.71 685.69 228.56 685.69 457.13 125.0 0.5

23.0 Clay 315.42 1.52 452.55 4.57 685.69 15.24 685.69 45.71 685.69 228.56 685.69 457.13 125.0 0.523.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

24.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

25.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

26.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

27.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

27.0 Clay 605.60 1.52 868.90 4.57 1316.52 15.24 1316.52 45.71 1316.52 228.56 1316.52 457.13 240.0 0.5

PRELIMINARY P-Y DATA1219mm (48-inch) DIAMETER PILE

BH SV-6X

BLOCK 15-1


Made by : SP

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 17g



CYCLIC P-Y DATA







Depth Soil

(m) Type

30.0 Clay 605.60 1.52 868.90 4.57 1316.52 15.24 1316.52 45.71 1316.52 228.56 1316.52 457.13 240.0 0.5

30.0 Silt 312.01 2.54 621.88 5.08 1226.97 10.16 2329.88 20.32 3909.18 40.63 4172.30 45.71 25o

33.0 Silt 343.21 2.54 684.07 5.08 1349.67 10.16 2562.87 20.32 4300.10 40.63 4589.53 45.71 25o

33.0 Clay 302.80 1.52 434.45 4.57 658.26 15.24 658.26 45.71 658.26 228.56 658.26 457.13 120.0 0.5

38.0 Clay 302.80 1.52 434.45 4.57 658.26 15.24 658.26 45.71 658.26 228.56 658.26 457.13 120.0 0.5

38.0 Silt 395.23 2.54 787.83 5.08 1555.07 10.16 2957.58 20.32 4985.01 40.63 5326.61 45.71 25o

41.0 Silt 426.44 2.54 850.09 5.08 1678.29 10.16 3194.30 20.32 5395.54 40.63 5768.38 45.71 25o

41.0 Clay 302.80 1.52 434.45 4.57 658.26 15.24 658.26 45.71 658.26 228.56 658.26 457.13 120.0 0.545.0 Clay 302.80 1.52 434.45 4.57 658.26 15.24 658.26 45.71 658.26 228.56 658.26 457.13 120.0 0.5

45.0 Silt 1106.49 2.54 2200.86 5.08 4307.83 10.16 7951.74 20.32 12381.21 40.63 12989.55 45.71 30o

51.7 Silt 1271.20 2.54 2528.26 5.08 4947.10 10.16 9121.76 20.32 14165.28 40.63 14852.98 45.71 30o

51.7 Clay 353.27 1.52 506.86 4.57 767.97 15.24 767.97 45.71 767.97 228.56 767.97 457.13 140.0 0.5

58.0 Clay 353.27 1.52 506.86 4.57 767.97 15.24 767.97 45.71 767.97 228.56 767.97 457.13 140.0 0.5

58.0 Clay 353.27 1.52 506.86 4.57 767.97 15.24 767.97 45.71 767.97 228.56 767.97 457.13 140.0 0.5

65.6 Clay 353.27 1.52 506.86 4.57 767.97 15.24 767.97 45.71 767.97 228.56 767.97 457.13 140.0 0.5

65.6 Sand 682.26 2.54 1359.86 5.08 2683.12 10.16 5095.68 20.32 8553.29 40.63 9129.92 45.71 25o

67.0 Sand 696.82 2.54 1388.87 5.08 2740.30 10.16 5203.84 20.32 8732.80 40.63 9320.99 45.71 25o

o


. . . . . . . . . . . . .

73.0 Silt 1794.80 2.54 3568.91 5.08 6977.90 10.16 12831.61 20.32 19797.89 40.63 20731.15 45.71 30o

73.0 Silt 908.40 1.52 1303.35 4.57 1974.78 15.24 1974.78 45.71 1974.78 228.56 1974.78 457.13 360.0 0.5

74.3 Silt 908.40 1.52 1303.35 4.57 1974.78 15.24 1974.78 45.71 1974.78 228.56 1974.78 457.13 360.0 0.574.3 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

76.3 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

76.3 Silt 1875.92 2.54 3730.15 5.08 7292.63 10.16 13407.01 20.32 20673.42 40.63 21645.30 45.71 30o

78.4 Silt 1927.55 2.54 3832.79 5.08 7493.17 10.16 13774.92 20.32 21237.84 40.63 22235.63 45.71 30o

78.4 Clay 555.13 1.52 796.49 4.57 1206.81 15.24 1206.81 45.71 1206.81 228.56 1206.81 457.13 220.0 0.5

79.2 Clay 555.13 1.52 796.49 4.57 1206.81 15.24 1206.81 45.71 1206.81 228.56 1206.81 457.13 220.0 0.5

79.2 Silt 1947.22 2.54 3871.94 5.08 7569.89 10.16 13917.17 20.32 21461.60 40.63 22470.86 45.71 30o

81.0 Silt 1991.47 2.54 3959.88 5.08 7741.51 10.16 14230.68 20.32 21937.73 40.63 22967.80 45.71 30o

81.0 Sand 1991.47 2.54 3959.88 5.08 7741.51 10.16 14230.68 20.32 21937.73 40.63 22967.80 45.71 30o

86.0 Sand 2114.05 2.54 4201.51 5.08 8198.16 10.16 14971.89 20.32 22731.00 40.63 23725.05 45.71 30o

86.0 Silt 2114.05 2.54 4201.51 5.08 8198.16 10.16 14971.89 20.32 22731.00 40.63 23725.05 45.71 30o

88.6 Silt 2177.97 2.54 4328.60 5.08 8446.50 10.16 15427.68 20.32 23430.82 40.63 24457.09 45.71 30o

88.6 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.590.8 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

90.8 Silt 2232.05 2.54 4436.13 5.08 8656.64 10.16 15813.33 20.32 24022.96 40.63 25076.50 45.71 30o

93.0 Silt 2286.12 2.54 4543.50 5.08 8865.53 10.16 16191.02 20.32 24583.14 40.63 25658.43 45.71 30o

93.0 Clay 403.73 1.52 579.27 4.57 877.68 15.24 877.68 45.71 877.68 228.56 877.68 457.13 160.0 0.5

97.0 Clay 605.60 1.52 868.90 4.57 1316.52 15.24 1316.52 45.71 1316.52 228.56 1316.52 457.13 240.0 0.5

97.0 Clay 403.73 1.52 579.27 4.57 877.68 15.24 877.68 45.71 877.68 228.56 877.68 457.13 160.0 0.5

102.5 C lay 267.47 1.52 383.77 4.57 581.46 15.24 581.46 45.71 581.46 228.56 581.46 457.13 106.0 0.5

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 17h

PRELIMINARY P-Y DAT1219mm (48-inch) DIAMETER PILE

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP



CYCLIC P-Y DATA







Depth Soil

(m) Type

102.5 Silt 1065.91 2.54 2123.74 5.08 4184.30 10.16 7905.35 20.32 13075.64 40.63 13906.81 45.71 25o

103.4 Silt 1075.26 2.54 2142.38 5.08 4221.04 10.16 7974.76 20.32 13190.45 40.63 14028.92 45.71 25o

103.4 Clay 403.73 1.52 579.27 4.57 877.68 15.24 877.68 45.71 877.68 228.56 877.68 457.13 160.0 0.5

106.0 Clay 403.73 1.52 579.27 4.57 877.68 15.24 877.68 45.71 877.68 228.56 877.68 457.13 160.0 0.5

106.0 Clay 605.60 1.52 868.90 4.57 1316.52 15.24 1316.52 45.71 1316.52 228.56 1316.52 457.13 240.0 0.5

107.3 Clay 605.60 1.52 868.90 4.57 1316.52 15.24 1316.52 45.71 1316.52 228.56 1316.52 457.13 240.0 0.5

107.3 Sand 2637.66 2.54 5242.25 5.08 10229.61 10.16 18686.33 20.32 28386.09 40.63 29630.68 45.71 30o

109.0 Sand 2679.45 2.54 5325.36 5.08 10392.10 10.16 18985.02 20.32 28846.39 40.63 30112.52 45.71 30

o

109.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

116.3 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

116.3 Sand 2858.92 2.54 5682.18 5.08 11089.35 10.16 20264.67 20.32 30811.14 40.63 32167.76 45.71 30o

123.0 Sand 3023.64 2.54 6009.67 5.08 11729.30 10.16 21439.11 20.32 32614.34 40.63 34054.01 45.71 30o

123.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

125.0 Clay 504.67 1.52 724.09 4.57 1097.10 15.24 1097.10 45.71 1097.10 228.56 1097.10 457.13 200.0 0.5

125.0 Sand 3072.81 2.54 6107.43 5.08 11920.32 10.16 21789.69 20.32 33152.60 40.63 34617.05 45.71 30o

134.0 Sand 3294.08 2.54 6547.34 5.08 12779.94 10.16 23367.25 20.32 35574.71 40.63 37150.71 45.71 30o

134.0 Clay 908.40 1.52 1303.35 4.57 1974.78 15.24 1974.78 45.71 1974.78 228.56 1974.78 457.13 360.0 0.5


. . . . . . . . . . . . . . .

139.0 Clay 555.13 1.52 796.49 4.57 1206.81 15.24 1206.81 45.71 1206.81 228.56 1206.81 457.13 220.0 0.5

140.0 Clay 555.13 1.52 796.49 4.57 1206.81 15.24 1206.81 45.71 1206.81 228.56 1206.81 457.13 220.0 0.5

PRELIMINARY P-Y DAT1219mm (48-inch) DIAMETER PILE

BH SV-6X

BLOCK 15-1


Made by : SP

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 17i

OFFSHORE VIETNAM



CONDUCTOR DIAMETER = 762mm

COMPRESSION / TENSION

DEPTH Soil T1 T2 T3 T4 T5 T6 T7

(m) type Z1 Z2 Z3 Z4 Z5 Z6 Z7

* T (kN/m) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.002.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Sand 20.53 20.53 20.53 20.53 20.53 20.53 20.53

2.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Clay 88.18 88.18 88.18 88.18 88.18 88.18 88.18

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Clay 96.23 96.23 96.23 96.23 96.23 96.23 96.23

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Sand 29.12 29.12 29.12 29.12 29.12 29.12 29.12

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Sand 36.64 36.64 36.64 36.64 36.64 36.64 36.64

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Clay 51.42 85.70 128.56 154.27 171.41 154.27 154.271.22 2.36 4.34 6.10 7.62 15.24 38.10

7.5 Clay 56.18 93.63 140.44 168.53 187.26 168.53 168.53

1.22 2.36 4.34 6.10 7.62 15.24 38.10

7.5 Silt 52.19 52.19 52.19 52.19 52.19 52.19 52.19

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Silt 68.58 68.58 68.58 68.58 68.58 68.58 68.58

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Clay 60.14 100.24 150.36 180.43 200.48 180.43 180.43

1.22 2.36 4.34 6.10 7.62 15.24 38.10. . . . . . .

15.0 Clay 66.54 110.90 166.35 199.62 221.80 199.62 199.62

1.22 2.36 4.34 6.10 7.62 15.24 38.10

15.0 Clay 38.99 64.98 97.48 116.97 129.97 116.97 116.971.22 2.36 4.34 6.10 7.62 15.24 38.10

19.0 Clay 43.98 73.30 109.95 131.94 146.60 131.94 131.94

1.22 2.36 4.34 6.10 7.62 15.24 38.10

19.0 Clay 54.97 91.62 137.43 164.92 183.24 164.92 164.92

. . . . . . .

23.0 Clay 61.14 101.89 152.84 183.41 203.79 183.41 183.41

1.22 2.36 4.34 6.10 7.62 15.24 38.10

23.0 Clay 77.33 128.89 193.33 232.00 257.77 232.00 232.00

1.22 2.36 4.34 6.10 7.62 15.24 38.10

27.0 Clay 83.92 139.87 209.80 251.76 279.74 251.76 251.76

1.22 2.36 4.34 6.10 7.62 15.24 38.10

27.0 Clay 91.93 153.22 229.83 275.79 306.44 275.79 275.791.22 2.36 4.34 6.10 7.62 15.24 38.10

30.0 Clay 97.04 161.73 242.60 291.12 323.47 291.12 291.12

1.22 2.36 4.34 6.10 7.62 15.24 38.10

30.0 Silt 160.39 160.39 160.39 160.39 160.39 160.39 160.39

2.54 5.08 12.70 25.40 50.80 127.00 254.00

33.0 Silt 160.39 160.39 160.39 160.39 160.39 160.39 160.39

2.54 5.08 12.70 25.40 50.80 127.00 254.00

Checked by : CHG

PRELIMINARY T-Z DATA

762mm (30-inch) DIAMETER CONDUCTOR

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

PGS/SI/2013/CLJOC/06/SV-6X/DR Plate 18a







* T (kN/m) Z (mm) *

78.4 Clay 150.49 250.82 376.22 451.47 501.63 451.47 451.471.22 2.36 4.34 6.10 7.62 15.24 38.10

79.2 Clay 151.25 252.08 378.12 453.74 504.16 453.74 453.74

1.22 2.36 4.34 6.10 7.62 15.24 38.10

79.2 Silt 58.39 97.31 145.97 175.16 194.62 175.16 175.16

1.22 2.36 4.34 6.10 7.62 15.24 38.10

81.0 Silt 58.39 97.31 145.97 175.16 194.62 175.16 175.16

1.22 2.36 4.34 6.10 7.62 15.24 38.10

81.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

86.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

86.0 Silt 194.62 194.62 194.62 194.62 194.62 194.62 194.622.54 5.08 12.70 25.40 50.80 127.00 254.00

88.6 Silt 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

88.6 Clay 143.63 239.39 359.08 430.90 478.78 430.90 430.90

1.22 2.36 4.34 6.10 7.62 15.24 38.10

90.8 Clay 143.63 239.39 359.08 430.90 478.78 430.90 430.90

1.22 2.36 4.34 6.10 7.62 15.24 38.10

90.8 Silt 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00. . . . . . .

93.0 Silt 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

93.0 Clay 114.91 191.51 287.27 344.72 383.02 344.72 344.721.22 2.36 4.34 6.10 7.62 15.24 38.10

97.0 Clay 172.36 287.27 430.90 517.08 574.53 517.08 517.08

1.22 2.36 4.34 6.10 7.62 15.24 38.10

97.0 Clay 114.91 191.51 287.27 344.72 383.02 344.72 344.72

. . . . . . .

102.5 Clay 114.91 191.51 287.27 344.72 383.02 344.72 344.72

1.22 2.36 4.34 6.10 7.62 15.24 38.10

102.5 Silt 160.39 160.39 160.39 160.39 160.39 160.39 160.39

2.54 5.08 12.70 25.40 50.80 127.00 254.00

103.4 Silt 160.39 160.39 160.39 160.39 160.39 160.39 160.39

2.54 5.08 12.70 25.40 50.80 127.00 254.00

103.4 Clay 114.91 191.51 287.27 344.72 383.02 344.72 344.721.22 2.36 4.34 6.10 7.62 15.24 38.10

106.0 Clay 114.91 191.51 287.27 344.72 383.02 344.72 344.72

1.22 2.36 4.34 6.10 7.62 15.24 38.10

106.0 Clay 172.36 287.27 430.90 517.08 574.53 517.08 517.08

1.22 2.36 4.34 6.10 7.62 15.24 38.10

107.3 Clay 172.36 287.27 430.90 517.08 574.53 517.08 517.08

1.22 2.36 4.34 6.10 7.62 15.24 38.10

Checked by : CHG


762mm (30-inch) DIAMETER CONDUCTORBH SV-6X

BLOCK 15-1

OFFSHORE VIETNAM


Made by : SP








* T (kN/m) Z (mm) *

107.3 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.622.54 5.08 12.70 25.40 50.80 127.00 254.00

109.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

109.0 Clay 478.78 478.78 478.78 478.78 478.78 478.78 478.78

2.54 5.08 12.70 25.40 50.80 127.00 254.00

116.3 Clay 478.78 478.78 478.78 478.78 478.78 478.78 478.78

2.54 5.08 12.70 25.40 50.80 127.00 254.00

116.3 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

123.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

123.0 Clay 143.63 239.39 359.08 430.90 478.78 430.90 430.901.22 2.36 4.34 6.10 7.62 15.24 38.10

125.0 Clay 143.63 239.39 359.08 430.90 478.78 430.90 430.90

1.22 2.36 4.34 6.10 7.62 15.24 38.10

125.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

134.0 Sand 194.62 194.62 194.62 194.62 194.62 194.62 194.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

134.0 Clay 835.65 835.65 835.65 835.65 835.65 835.65 835.65

2.54 5.08 12.70 25.40 50.80 127.00 254.00. . . . . . .

139.0 Clay 851.69 851.69 851.69 851.69 851.69 851.69 851.69

2.54 5.08 12.70 25.40 50.80 127.00 254.00

139.0 Clay 158.00 263.33 394.99 473.99 526.66 473.99 473.991.22 2.36 4.34 6.10 7.62 15.24 38.10

140.0 Clay 158.00 263.33 394.99 473.99 526.66 473.99 473.99

1.22 2.36 4.34 6.10 7.62 15.24 38.10

CHG



BLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by :








* T (kN/m) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.002.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Sand 24.62 24.62 24.62 24.62 24.62 24.62 24.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Clay 105.76 105.76 105.76 105.76 105.76 105.76 105.76

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Clay 115.42 115.42 115.42 115.42 115.42 115.42 115.42

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Sand 34.92 34.92 34.92 34.92 34.92 34.92 34.92

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Sand 43.95 43.95 43.95 43.95 43.95 43.95 43.95

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Clay 61.68 102.80 154.20 185.04 205.60 185.04 185.041.46 2.83 5.21 7.31 9.14 18.28 45.70

7.5 Clay 67.38 112.31 168.46 202.15 224.61 202.15 202.15

1.46 2.83 5.21 7.31 9.14 18.28 45.70

7.5 Silt 62.61 62.61 62.61 62.61 62.61 62.61 62.61

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Silt 82.25 82.25 82.25 82.25 82.25 82.25 82.25

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Clay 72.14 120.24 180.35 216.43 240.47 216.43 216.43

1.46 2.83 5.21 7.31 9.14 18.28 45.70. . . . . . .

15.0 Clay 79.81 133.02 199.53 239.44 266.04 239.44 239.44

1.46 2.83 5.21 7.31 9.14 18.28 45.70

15.0 Clay 46.77 77.95 116.92 140.30 155.89 140.30 140.301.46 2.83 5.21 7.31 9.14 18.28 45.70

19.0 Clay 52.75 87.92 131.88 158.25 175.84 158.25 158.25

1.46 2.83 5.21 7.31 9.14 18.28 45.70

19.0 Clay 65.94 109.90 164.85 197.82 219.80 197.82 197.82

. . . . . . .

23.0 Clay 73.33 122.22 183.33 220.00 244.44 220.00 220.00

1.46 2.83 5.21 7.31 9.14 18.28 45.70

23.0 Clay 92.76 154.60 231.90 278.27 309.19 278.27 278.27

1.46 2.83 5.21 7.31 9.14 18.28 45.70

27.0 Clay 100.66 167.77 251.65 301.98 335.54 301.98 301.98

1.46 2.83 5.21 7.31 9.14 18.28 45.70

27.0 Clay 110.27 183.78 275.67 330.81 367.56 330.81 330.811.46 2.83 5.21 7.31 9.14 18.28 45.70

30.0 Clay 116.40 194.00 290.99 349.19 387.99 349.19 349.19

1.46 2.83 5.21 7.31 9.14 18.28 45.70

30.0 Silt 192.38 192.38 192.38 192.38 192.38 192.38 192.38

2.54 5.08 12.70 25.40 50.80 127.00 254.00

33.0 Silt 192.38 192.38 192.38 192.38 192.38 192.38 192.38

2.54 5.08 12.70 25.40 50.80 127.00 254.00



BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 18e







* T (kN/m) Z (mm) *

33.0 Clay 86.38 143.97 215.96 259.15 287.94 259.15 259.151.46 2.83 5.21 7.31 9.14 18.28 45.70

38.0 Clay 92.78 154.64 231.96 278.35 309.27 278.35 278.35

1.46 2.83 5.21 7.31 9.14 18.28 45.70

38.0 Silt 57.72 96.19 144.29 173.15 192.38 173.15 173.15

1.46 2.83 5.21 7.31 9.14 18.28 45.70

41.0 Silt 57.72 96.19 144.29 173.15 192.38 173.15 173.15

1.46 2.83 5.21 7.31 9.14 18.28 45.70

41.0 Clay 96.87 161.45 242.17 290.60 322.89 290.60 290.60

1.46 2.83 5.21 7.31 9.14 18.28 45.70

45.0 Clay 102.06 170.10 255.15 306.18 340.20 306.18 306.18

1.46 2.83 5.21 7.31 9.14 18.28 45.70

45.0 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.452.54 5.08 12.70 25.40 50.80 127.00 254.00

51.7 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

51.7 Clay 117.87 196.46 294.68 353.62 392.91 353.62 353.62

1.46 2.83 5.21 7.31 9.14 18.28 45.70

58.0 Clay 120.60 201.00 301.50 361.80 402.00 361.80 361.80

1.46 2.83 5.21 7.31 9.14 18.28 45.70

58.0 Clay 120.60 201.00 301.50 361.80 402.00 361.80 361.80

1.46 2.83 5.21 7.31 9.14 18.28 45.70. . . . . . .

65.6 Clay 120.60 201.00 301.50 361.80 402.00 361.80 361.80

1.46 2.83 5.21 7.31 9.14 18.28 45.70

65.6 Sand 192.38 192.38 192.38 192.38 192.38 192.38 192.382.54 5.08 12.70 25.40 50.80 127.00 254.00

67.0 Sand 192.38 192.38 192.38 192.38 192.38 192.38 192.38

2.54 5.08 12.70 25.40 50.80 127.00 254.00

67.0 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

. . . . . . .

73.0 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

73.0 Silt 223.18 371.97 557.96 669.55 743.94 669.55 669.55

1.46 2.83 5.21 7.31 9.14 18.28 45.70

74.3 Silt 225.02 375.04 562.56 675.07 750.08 675.07 675.07

1.46 2.83 5.21 7.31 9.14 18.28 45.70

74.3 Clay 167.72 279.54 419.31 503.17 559.07 503.17 503.171.46 2.83 5.21 7.31 9.14 18.28 45.70

76.3 Clay 169.81 283.02 424.53 509.43 566.04 509.43 509.43

1.46 2.83 5.21 7.31 9.14 18.28 45.70

76.3 Silt 70.03 116.72 175.08 210.10 233.45 210.10 210.10

1.46 2.83 5.21 7.31 9.14 18.28 45.70

78.4 Silt 70.03 116.72 175.08 210.10 233.45 210.10 210.10

1.46 2.83 5.21 7.31 9.14 18.28 45.70



BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG




CONDUCTOR DIAMETER =914mm




* T (kN/m) Z (mm) *

78.4 Clay 180.51 300.85 451.27 541.52 601.69 541.52 541.521.46 2.83 5.21 7.31 9.14 18.28 45.70

79.2 Clay 181.42 302.36 453.54 544.25 604.72 544.25 544.25

1.46 2.83 5.21 7.31 9.14 18.28 45.70

79.2 Silt 70.03 116.72 175.08 210.10 233.45 210.10 210.10

1.46 2.83 5.21 7.31 9.14 18.28 45.70

81.0 Silt 70.03 116.72 175.08 210.10 233.45 210.10 210.10

1.46 2.83 5.21 7.31 9.14 18.28 45.70

81.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

86.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

86.0 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.452.54 5.08 12.70 25.40 50.80 127.00 254.00

88.6 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

88.6 Clay 172.28 287.14 430.71 516.85 574.28 516.85 516.85

1.46 2.83 5.21 7.31 9.14 18.28 45.70

90.8 Clay 172.28 287.14 430.71 516.85 574.28 516.85 516.85

1.46 2.83 5.21 7.31 9.14 18.28 45.70

90.8 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00. . . . . . .

93.0 Silt 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

93.0 Clay 137.83 229.71 344.57 413.48 459.43 413.48 413.481.46 2.83 5.21 7.31 9.14 18.28 45.70

97.0 Clay 206.74 344.57 516.85 620.23 689.14 620.23 620.23

1.46 2.83 5.21 7.31 9.14 18.28 45.70

97.0 Clay 137.83 229.71 344.57 413.48 459.43 413.48 413.48

. . . . . . .

102.5 Clay 137.83 229.71 344.57 413.48 459.43 413.48 413.48

1.46 2.83 5.21 7.31 9.14 18.28 45.70

102.5 Silt 192.38 192.38 192.38 192.38 192.38 192.38 192.38

2.54 5.08 12.70 25.40 50.80 127.00 254.00

103.4 Silt 192.38 192.38 192.38 192.38 192.38 192.38 192.38

2.54 5.08 12.70 25.40 50.80 127.00 254.00

103.4 Clay 137.83 229.71 344.57 413.48 459.43 413.48 413.481.46 2.83 5.21 7.31 9.14 18.28 45.70

106.0 Clay 137.83 229.71 344.57 413.48 459.43 413.48 413.48

1.46 2.83 5.21 7.31 9.14 18.28 45.70

106.0 Clay 206.74 344.57 516.85 620.23 689.14 620.23 620.23

1.46 2.83 5.21 7.31 9.14 18.28 45.70

107.3 Clay 206.74 344.57 516.85 620.23 689.14 620.23 620.23

1.46 2.83 5.21 7.31 9.14 18.28 45.70



BLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG








* T (kN/m) Z (mm) *

107.3 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.452.54 5.08 12.70 25.40 50.80 127.00 254.00

109.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

109.0 Clay 574.28 574.28 574.28 574.28 574.28 574.28 574.28

2.54 5.08 12.70 25.40 50.80 127.00 254.00

116.3 Clay 574.28 574.28 574.28 574.28 574.28 574.28 574.28

2.54 5.08 12.70 25.40 50.80 127.00 254.00

116.3 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

123.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

123.0 Clay 172.28 287.14 430.71 516.85 574.28 516.85 516.851.46 2.83 5.21 7.31 9.14 18.28 45.70

125.0 Clay 172.28 287.14 430.71 516.85 574.28 516.85 516.85

1.46 2.83 5.21 7.31 9.14 18.28 45.70

125.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

134.0 Sand 233.45 233.45 233.45 233.45 233.45 233.45 233.45

2.54 5.08 12.70 25.40 50.80 127.00 254.00

134.0 Clay 1002.34 1002.34 1002.34 1002.34 1002.34 1002.34 1002.34

2.54 5.08 12.70 25.40 50.80 127.00 254.00. . . . . . .

139.0 Clay 1021.59 1021.59 1021.59 1021.59 1021.59 1021.59 1021.59

2.54 5.08 12.70 25.40 50.80 127.00 254.00

139.0 Clay 189.51 315.86 473.78 568.54 631.71 568.54 568.541.46 2.83 5.21 7.31 9.14 18.28 45.70

140.0 Clay 189.51 315.86 473.78 568.54 631.71 568.54 568.54

1.46 2.83 5.21 7.31 9.14 18.28 45.70



BLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG




PILE DIAMETER = 1219mm




* T (kN/m) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.002.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Sand 32.84 32.84 32.84 32.84 32.84 32.84 32.84

2.54 5.08 12.70 25.40 50.80 127.00 254.00

3.1 Clay 141.06 141.06 141.06 141.06 141.06 141.06 141.06

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Clay 153.94 153.94 153.94 153.94 153.94 153.94 153.94

2.54 5.08 12.70 25.40 50.80 127.00 254.00

4.2 Sand 46.58 46.58 46.58 46.58 46.58 46.58 46.58

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Sand 58.62 58.62 58.62 58.62 58.62 58.62 58.62

2.54 5.08 12.70 25.40 50.80 127.00 254.00

5.2 Clay 82.26 137.10 205.66 246.79 274.21 246.79 246.791.95 3.78 6.95 9.75 12.19 24.38 60.95

7.5 Clay 89.87 149.78 224.67 269.61 299.56 269.61 269.61

1.95 3.78 6.95 9.75 12.19 24.38 60.95

7.5 Silt 83.50 83.50 83.50 83.50 83.50 83.50 83.50

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Silt 109.70 109.70 109.70 109.70 109.70 109.70 109.70

2.54 5.08 12.70 25.40 50.80 127.00 254.00

10.0 Clay 96.22 160.36 240.54 288.65 320.72 288.65 288.65

1.95 3.78 6.95 9.75 12.19 24.38 60.95. . . . . . .

15.0 Clay 106.45 177.41 266.11 319.34 354.82 319.34 319.34

1.95 3.78 6.95 9.75 12.19 24.38 60.95

15.0 Clay 62.37 103.96 155.94 187.12 207.92 187.12 187.121.95 3.78 6.95 9.75 12.19 24.38 60.95

19.0 Clay 70.35 117.26 175.89 211.06 234.51 211.06 211.06

1.95 3.78 6.95 9.75 12.19 24.38 60.95

19.0 Clay 87.94 146.57 219.86 263.83 293.14 263.83 263.83

. . . . . . .

23.0 Clay 97.80 163.00 244.51 293.41 326.01 293.41 293.41

1.95 3.78 6.95 9.75 12.19 24.38 60.95

23.0 Clay 123.71 206.19 309.28 371.13 412.37 371.13 371.13

1.95 3.78 6.95 9.75 12.19 24.38 60.95

27.0 Clay 134.25 223.75 335.63 402.76 447.51 402.76 402.76

1.95 3.78 6.95 9.75 12.19 24.38 60.95

27.0 Clay 147.07 245.11 367.66 441.20 490.22 441.20 441.201.95 3.78 6.95 9.75 12.19 24.38 60.95

30.0 Clay 155.24 258.73 388.10 465.72 517.46 465.72 465.72

1.95 3.78 6.95 9.75 12.19 24.38 60.95

30.0 Silt 256.58 256.58 256.58 256.58 256.58 256.58 256.58

2.54 5.08 12.70 25.40 50.80 127.00 254.00

33.0 Silt 256.58 256.58 256.58 256.58 256.58 256.58 256.58

2.54 5.08 12.70 25.40 50.80 127.00 254.00


1219mm (48-inch) DIAMETER PILE

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG








* T (kN/m) Z (mm) *

33.0 Clay 115.21 192.02 288.02 345.63 384.03 345.63 345.631.95 3.78 6.95 9.75 12.19 24.38 60.95

38.0 Clay 123.74 206.24 309.36 371.23 412.48 371.23 371.23

1.95 3.78 6.95 9.75 12.19 24.38 60.95

38.0 Silt 76.97 128.29 192.44 230.92 256.58 230.92 230.92

1.95 3.78 6.95 9.75 12.19 24.38 60.95

41.0 Silt 76.97 128.29 192.44 230.92 256.58 230.92 230.92

1.95 3.78 6.95 9.75 12.19 24.38 60.95

41.0 Clay 129.19 215.32 322.98 387.57 430.64 387.57 387.57

1.95 3.78 6.95 9.75 12.19 24.38 60.95

45.0 Clay 136.12 226.86 340.29 408.35 453.72 408.35 408.35

1.95 3.78 6.95 9.75 12.19 24.38 60.95

45.0 Silt 311.35 311.35 311.35 311.35 311.35 311.35 311.352.54 5.08 12.70 25.40 50.80 127.00 254.00

51.7 Silt 311.35 311.35 311.35 311.35 311.35 311.35 311.35

2.54 5.08 12.70 25.40 50.80 127.00 254.00

51.7 Clay 157.21 262.01 393.02 471.62 524.02 471.62 471.62

1.95 3.78 6.95 9.75 12.19 24.38 60.95

58.0 Clay 160.84 268.07 402.11 482.53 536.14 482.53 482.53

1.95 3.78 6.95 9.75 12.19 24.38 60.95

58.0 Clay 160.84 268.07 402.11 482.53 536.14 482.53 482.53

1.95 3.78 6.95 9.75 12.19 24.38 60.95. . . . . . .

65.6 Clay 160.84 268.07 402.11 482.53 536.14 482.53 482.53

1.95 3.78 6.95 9.75 12.19 24.38 60.95

65.6 Sand 256.58 256.58 256.58 256.58 256.58 256.58 256.582.54 5.08 12.70 25.40 50.80 127.00 254.00

67.0 Sand 256.58 256.58 256.58 256.58 256.58 256.58 256.58

2.54 5.08 12.70 25.40 50.80 127.00 254.00

67.0 Silt 311.35 311.35 311.35 311.35 311.35 311.35 311.35

. . . . . . .

73.0 Silt 311.35 311.35 311.35 311.35 311.35 311.35 311.35

2.54 5.08 12.70 25.40 50.80 127.00 254.00

73.0 Silt 297.66 496.10 744.15 892.98 992.19 892.98 892.98

1.95 3.78 6.95 9.75 12.19 24.38 60.95

74.3 Silt 300.11 500.19 750.28 900.34 1000.38 900.34 900.34

1.95 3.78 6.95 9.75 12.19 24.38 60.95

74.3 Clay 223.69 372.82 559.23 671.07 745.64 671.07 671.071.95 3.78 6.95 9.75 12.19 24.38 60.95

76.3 Clay 226.48 377.46 566.19 679.43 754.92 679.43 679.43

1.95 3.78 6.95 9.75 12.19 24.38 60.95

76.3 Silt 93.40 155.67 233.51 280.21 311.35 280.21 280.21

1.95 3.78 6.95 9.75 12.19 24.38 60.95

78.4 Silt 93.40 155.67 233.51 280.21 311.35 280.21 280.21

1.95 3.78 6.95 9.75 12.19 24.38 60.95


1219mm (48-inch) DIAMETER PILE

BH SV-6XBLOCK 15-1

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 18j




WALL THICKNESS = 25.4mm

DEPTH Soil Q1 Q2 Q3 Q4 Q5 Q6 Q7


* Q (kN) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.001.52 9.91 19.05 32.00 55.63 76.20 381.00

3.1 Sand 5.19 10.39 13.92 15.58 18.69 20.77 20.77

1.52 9.91 19.05 32.00 55.63 76.20 381.00

3.1 Clay 13.23 26.45 35.44 39.68 47.61 52.90 52.90

1.52 9.91 19.05 32.00 55.63 76.20 381.00

4.2 Clay 13.23 26.45 35.44 39.68 47.61 52.90 52.90

1.52 9.91 19.05 32.00 55.63 76.20 381.00

4.2 Sand 7.37 14.73 19.74 22.10 26.52 29.46 29.46

1.52 9.91 19.05 32.00 55.63 76.20 381.00

5.2 Sand 9.27 18.54 24.84 27.81 33.37 37.08 37.08

1.52 9.91 19.05 32.00 55.63 76.20 381.00

5.2 Clay 26.45 52.90 70.89 79.35 95.22 105.80 105.80

1.52 9.91 19.05 32.00 55.63 76.20 381.007.5 Clay 26.45 52.90 70.89 79.35 95.22 105.80 105.80

1.52 9.91 19.05 32.00 55.63 76.20 381.00

7.5 Silt 102.44 204.89 274.55 307.33 368.80 409.78 409.78

1.52 9.91 19.05 32.00 55.63 76.20 381.00

10.0 Silt 134.59 269.19 360.71 403.78 484.54 538.38 538.38

1.52 9.91 19.05 32.00 55.63 76.20 381.00

10.0 Clay 26.45 52.90 70.89 79.35 95.22 105.80 105.80

1.52 9.91 19.05 32.00 55.63 76.20 381.00

15.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

15.0 Clay 82.09 164.17 219.99 246.26 295.51 328.35 328.35

1.52 9.91 19.05 32.00 55.63 76.20 381.00

19.0 Clay 82.09 164.17 219.99 246.26 295.51 328.35 328.351.52 9.91 19.05 32.00 55.63 76.20 381.00

19.0 Clay 128.26 256.52 343.74 384.78 461.74 513.04 513.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

23.0 Clay 128.26 256.52 343.74 384.78 461.74 513.04 513.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

23.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

27.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

27.0 Clay 246.26 492.52 659.98 738.78 886.54 985.04 985.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

30.0 Clay 246.26 492.52 659.98 738.78 886.54 985.04 985.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

30.0 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

33.0 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

33.0 Clay 123.13 246.26 329.99 369.39 443.27 492.52 492.52

1.52 9.91 19.05 32.00 55.63 76.20 381.00

38.0 Clay 123.13 246.26 329.99 369.39 443.27 492.52 492.52

1.52 9.91 19.05 32.00 55.63 76.20 381.00

PRELIMINARY Q-Z DATA


BH SV-6X

BLOCK 15-1

Date Performed : 10/06/2013Made by : SP

Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/DR Plate 19a







* Q (kN) Z (mm) *

38.0 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.511.52 9.91 19.05 32.00 55.63 76.20 381.00

41.0 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

41.0 Clay 123.13 246.26 329.99 369.39 443.27 492.52 492.52

1.52 9.91 19.05 32.00 55.63 76.20 381.00

45.0 Clay 123.13 246.26 329.99 369.39 443.27 492.52 492.52

1.52 9.91 19.05 32.00 55.63 76.20 381.00

45.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

51.7 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

51.7 Clay 143.65 287.30 384.99 430.95 517.15 574.61 574.61

1.52 9.91 19.05 32.00 55.63 76.20 381.0058.0 Clay 143.65 287.30 384.99 430.95 517.15 574.61 574.61

1.52 9.91 19.05 32.00 55.63 76.20 381.00

58.0 Clay 143.65 287.30 384.99 430.95 517.15 574.61 574.61

1.52 9.91 19.05 32.00 55.63 76.20 381.00

65.6 Clay 143.65 287.30 384.99 430.95 517.15 574.61 574.61

1.52 9.91 19.05 32.00 55.63 76.20 381.00

65.6 Sand 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

67.0 Sand 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

67.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

73.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.981.52 9.91 19.05 32.00 55.63 76.20 381.00

73.0 Silt 369.39 738.78 989.96 1108.17 1329.80 1477.56 1477.56

1.52 9.91 19.05 32.00 55.63 76.20 381.00

74.3 Silt 369.39 738.78 989.96 1108.17 1329.80 1477.56 1477.56

1.52 9.91 19.05 32.00 55.63 76.20 381.00

74.3 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

76.3 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

76.3 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

78.4 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

78.4 Clay 225.74 451.48 604.98 677.21 812.66 902.95 902.95

1.52 9.91 19.05 32.00 55.63 76.20 381.00

79.2 Clay 225.74 451.48 604.98 677.21 812.66 902.95 902.95

1.52 9.91 19.05 32.00 55.63 76.20 381.00

79.2 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

81.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

81.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.981.52 9.91 19.05 32.00 55.63 76.20 381.00

86.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

86.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

88.6 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

88.6 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

90.8 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

90.8 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.0093.0 Silt 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

93.0 Clay 164.17 328.35 439.98 492.52 591.02 656.69 656.69

1.52 9.91 19.05 32.00 55.63 76.20 381.00

97.0 Clay 246.26 492.52 659.98 738.78 886.54 985.04 985.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

97.0 Clay 164.17 328.35 439.98 492.52 591.02 656.69 656.69

1.52 9.91 19.05 32.00 55.63 76.20 381.00

102.5 Clay 164.17 328.35 439.98 492.52 591.02 656.69 656.69

1.52 9.91 19.05 32.00 55.63 76.20 381.00

102.5 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.51

1.52 9.91 19.05 32.00 55.63 76.20 381.00

103.4 Silt 330.63 661.25 886.08 991.88 1190.26 1322.51 1322.511.52 9.91 19.05 32.00 55.63 76.20 381.00

103.4 Clay 164.17 328.35 439.98 492.52 591.02 656.69 656.69

1.52 9.91 19.05 32.00 55.63 76.20 381.00

106.0 Clay 164.17 328.35 439.98 492.52 591.02 656.69 656.69

1.52 9.91 19.05 32.00 55.63 76.20 381.00

106.0 Clay 246.26 492.52 659.98 738.78 886.54 985.04 985.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

107.3 Clay 246.26 492.52 659.98 738.78 886.54 985.04 985.04

1.52 9.91 19.05 32.00 55.63 76.20 381.00

107.3 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

109.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

109.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

116.3 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

116.3 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

123.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

123.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.871.52 9.91 19.05 32.00 55.63 76.20 381.00

125.0 Clay 205.22 410.43 549.98 615.65 738.78 820.87 820.87

1.52 9.91 19.05 32.00 55.63 76.20 381.00

125.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

134.0 Sand 547.24 1094.49 1466.61 1641.73 1970.08 2188.98 2188.98

1.52 9.91 19.05 32.00 55.63 76.20 381.00

134.0 Clay 369.39 738.78 989.96 1108.17 1329.80 1477.56 1477.56

1.52 9.91 19.05 32.00 55.63 76.20 381.00

139.0 Clay 369.39 738.78 989.96 1108.17 1329.80 1477.56 1477.56

1.52 9.91 19.05 32.00 55.63 76.20 381.00

139.0 Clay 225.74 451.48 604.98 677.21 812.66 902.95 902.95

1.52 9.91 19.05 32.00 55.63 76.20 381.00140.0 Clay 225.74 451.48 604.98 677.21 812.66 902.95 902.95

1.52 9.91 19.05 32.00 55.63 76.20 381.00



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.001.83 11.89 22.86 38.40 66.75 91.44 457.20

3.1 Sand 9.27 18.53 24.84 27.80 33.36 37.07 37.07

1.83 11.89 22.86 38.40 66.75 91.44 457.20

3.1 Clay 23.60 47.20 63.25 70.80 84.96 94.40 94.40

1.83 11.89 22.86 38.40 66.75 91.44 457.20

4.2 Clay 23.60 47.20 63.25 70.80 84.96 94.40 94.40

1.83 11.89 22.86 38.40 66.75 91.44 457.20

4.2 Sand 13.14 26.29 35.22 39.43 47.32 52.57 52.57

1.83 11.89 22.86 38.40 66.75 91.44 457.20

5.2 Sand 16.54 33.08 44.33 49.63 59.55 66.17 66.17

1.83 11.89 22.86 38.40 66.75 91.44 457.20

5.2 Clay 47.20 94.40 126.50 141.60 169.92 188.80 188.80

1.83 11.89 22.86 38.40 66.75 91.44 457.207.5 Clay 47.20 94.40 126.50 141.60 169.92 188.80 188.80

1.83 11.89 22.86 38.40 66.75 91.44 457.20

7.5 Silt 147.52 295.04 395.35 442.56 531.07 590.08 590.08

1.83 11.89 22.86 38.40 66.75 91.44 457.20

10.0 Silt 193.82 387.63 519.43 581.45 697.74 775.27 775.27

1.83 11.89 22.86 38.40 66.75 91.44 457.20

10.0 Clay 47.20 94.40 126.50 141.60 169.92 188.80 188.80

1.83 11.89 22.86 38.40 66.75 91.44 457.20

15.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

15.0 Clay 118.20 236.41 316.79 354.61 425.54 472.82 472.82

1.83 11.89 22.86 38.40 66.75 91.44 457.20

19.0 Clay 118.20 236.41 316.79 354.61 425.54 472.82 472.821.83 11.89 22.86 38.40 66.75 91.44 457.20

19.0 Clay 184.69 369.39 494.98 554.08 664.90 738.78 738.78

1.83 11.89 22.86 38.40 66.75 91.44 457.20

23.0 Clay 184.69 369.39 494.98 554.08 664.90 738.78 738.78

1.83 11.89 22.86 38.40 66.75 91.44 457.20

23.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

27.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

27.0 Clay 354.61 709.23 950.37 1063.84 1276.61 1418.46 1418.46

1.83 11.89 22.86 38.40 66.75 91.44 457.20

30.0 Clay 354.61 709.23 950.37 1063.84 1276.61 1418.46 1418.46

1.83 11.89 22.86 38.40 66.75 91.44 457.20

30.0 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

33.0 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

33.0 Clay 177.31 354.61 475.18 531.92 638.31 709.23 709.23

1.83 11.89 22.86 38.40 66.75 91.44 457.20

38.0 Clay 177.31 354.61 475.18 531.92 638.31 709.23 709.23

1.83 11.89 22.86 38.40 66.75 91.44 457.20



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

38.0 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.411.83 11.89 22.86 38.40 66.75 91.44 457.20

41.0 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

41.0 Clay 177.31 354.61 475.18 531.92 638.31 709.23 709.23

1.83 11.89 22.86 38.40 66.75 91.44 457.20

45.0 Clay 177.31 354.61 475.18 531.92 638.31 709.23 709.23

1.83 11.89 22.86 38.40 66.75 91.44 457.20

45.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

51.7 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

51.7 Clay 206.86 413.72 554.38 620.57 744.69 827.43 827.43

1.83 11.89 22.86 38.40 66.75 91.44 457.2058.0 Clay 206.86 413.72 554.38 620.57 744.69 827.43 827.43

1.83 11.89 22.86 38.40 66.75 91.44 457.20

58.0 Clay 206.86 413.72 554.38 620.57 744.69 827.43 827.43

1.83 11.89 22.86 38.40 66.75 91.44 457.20

65.6 Clay 206.86 413.72 554.38 620.57 744.69 827.43 827.43

1.83 11.89 22.86 38.40 66.75 91.44 457.20

65.6 Sand 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

67.0 Sand 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

67.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

73.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.131.83 11.89 22.86 38.40 66.75 91.44 457.20

73.0 Silt 531.92 1063.84 1425.55 1595.76 1914.92 2127.68 2127.68

1.83 11.89 22.86 38.40 66.75 91.44 457.20

74.3 Silt 531.92 1063.84 1425.55 1595.76 1914.92 2127.68 2127.68

1.83 11.89 22.86 38.40 66.75 91.44 457.20

74.3 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

76.3 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

76.3 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

78.4 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

78.4 Clay 325.06 650.13 871.17 975.19 1170.23 1300.25 1300.25

1.83 11.89 22.86 38.40 66.75 91.44 457.20

79.2 Clay 325.06 650.13 871.17 975.19 1170.23 1300.25 1300.25

1.83 11.89 22.86 38.40 66.75 91.44 457.20

79.2 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

81.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

81.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.131.83 11.89 22.86 38.40 66.75 91.44 457.20

86.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

86.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

88.6 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

88.6 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

90.8 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

90.8 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.2093.0 Silt 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

93.0 Clay 236.41 472.82 633.58 709.23 851.07 945.64 945.64

1.83 11.89 22.86 38.40 66.75 91.44 457.20

97.0 Clay 354.61 709.23 950.37 1063.84 1276.61 1418.46 1418.46

1.83 11.89 22.86 38.40 66.75 91.44 457.20

97.0 Clay 236.41 472.82 633.58 709.23 851.07 945.64 945.64

1.83 11.89 22.86 38.40 66.75 91.44 457.20

102.5 Clay 236.41 472.82 633.58 709.23 851.07 945.64 945.64

1.83 11.89 22.86 38.40 66.75 91.44 457.20

102.5 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.41

1.83 11.89 22.86 38.40 66.75 91.44 457.20

103.4 Silt 476.10 952.20 1275.95 1428.31 1713.97 1904.41 1904.411.83 11.89 22.86 38.40 66.75 91.44 457.20

103.4 Clay 236.41 472.82 633.58 709.23 851.07 945.64 945.64

1.83 11.89 22.86 38.40 66.75 91.44 457.20

106.0 Clay 236.41 472.82 633.58 709.23 851.07 945.64 945.64

1.83 11.89 22.86 38.40 66.75 91.44 457.20

106.0 Clay 354.61 709.23 950.37 1063.84 1276.61 1418.46 1418.46

1.83 11.89 22.86 38.40 66.75 91.44 457.20

107.3 Clay 354.61 709.23 950.37 1063.84 1276.61 1418.46 1418.46

1.83 11.89 22.86 38.40 66.75 91.44 457.20

107.3 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

109.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

109.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

116.3 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

116.3 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

123.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20



BH SV-6X

BLOCK 15-1


Checked by : CHG








* Q (kN) Z (mm) *

123.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.051.83 11.89 22.86 38.40 66.75 91.44 457.20

125.0 Clay 295.51 591.02 791.97 886.54 1063.84 1182.05 1182.05

1.83 11.89 22.86 38.40 66.75 91.44 457.20

125.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

134.0 Sand 788.03 1576.06 2111.92 2364.09 2836.91 3152.13 3152.13

1.83 11.89 22.86 38.40 66.75 91.44 457.20

134.0 Clay 531.92 1063.84 1425.55 1595.76 1914.92 2127.68 2127.68

1.83 11.89 22.86 38.40 66.75 91.44 457.20

139.0 Clay 531.92 1063.84 1425.55 1595.76 1914.92 2127.68 2127.68

1.83 11.89 22.86 38.40 66.75 91.44 457.20

139.0 Clay 325.06 650.13 871.17 975.19 1170.23 1300.25 1300.25

1.83 11.89 22.86 38.40 66.75 91.44 457.20140.0 Clay 325.06 650.13 871.17 975.19 1170.23 1300.25 1300.25

1.83 11.89 22.86 38.40 66.75 91.44 457.20



BH SV-6X

BLOCK 15-1


Checked by : CHG





WALL THICKNESS = 50mm



* Q (kN) Z (mm) *

0.0 Sand 0.00 0.00 0.00 0.00 0.00 0.00 0.002.44 15.85 30.48 51.21 89.00 121.92 609.60

3.1 Sand 16.24 32.48 43.52 48.71 58.46 64.95 64.95

2.44 15.85 30.48 51.21 89.00 121.92 609.60

3.1 Clay 41.35 82.71 110.83 124.06 148.87 165.41 165.41

2.44 15.85 30.48 51.21 89.00 121.92 609.60

4.2 Clay 41.35 82.71 110.83 124.06 148.87 165.41 165.41

2.44 15.85 30.48 51.21 89.00 121.92 609.60

4.2 Sand 23.03 46.06 61.72 69.09 82.91 92.12 92.12

2.44 15.85 30.48 51.21 89.00 121.92 609.60

5.2 Sand 28.99 57.97 77.68 86.96 104.35 115.94 115.94

2.44 15.85 30.48 51.21 89.00 121.92 609.60

5.2 Clay 82.71 165.41 221.65 248.12 297.74 330.82 330.82

2.44 15.85 30.48 51.21 89.00 121.92 609.607.5 Clay 82.71 165.41 221.65 248.12 297.74 330.82 330.82

2.44 15.85 30.48 51.21 89.00 121.92 609.60

7.5 Silt 262.26 524.51 702.85 786.77 944.12 1049.03 1049.03

2.44 15.85 30.48 51.21 89.00 121.92 609.60

10.0 Silt 344.56 689.12 923.43 1033.69 1240.42 1378.25 1378.25

2.44 15.85 30.48 51.21 89.00 121.92 609.60

10.0 Clay 82.71 165.41 221.65 248.12 297.74 330.82 330.82

2.44 15.85 30.48 51.21 89.00 121.92 609.60

15.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

15.0 Clay 210.14 420.28 563.18 630.43 756.51 840.57 840.57

2.44 15.85 30.48 51.21 89.00 121.92 609.60

19.0 Clay 210.14 420.28 563.18 630.43 756.51 840.57 840.572.44 15.85 30.48 51.21 89.00 121.92 609.60

19.0 Clay 328.35 656.69 879.97 985.04 1182.05 1313.39 1313.39

2.44 15.85 30.48 51.21 89.00 121.92 609.60

23.0 Clay 328.35 656.69 879.97 985.04 1182.05 1313.39 1313.39

2.44 15.85 30.48 51.21 89.00 121.92 609.60

23.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

27.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

27.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

30.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

30.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

33.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

33.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

38.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60


1219mm (48-inch) DIAMETER PILE50mm (1.97-inch) WALL THICKNESS

BH SV-6X

BLOCK 15-1


Checked by : CHG


OFFSHORE VIETNAM







* Q (kN) Z (mm) *

38.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.622.44 15.85 30.48 51.21 89.00 121.92 609.60

41.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

41.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

45.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

45.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

51.7 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

51.7 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.6058.0 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

58.0 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

65.6 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

65.6 Sand 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

67.0 Sand 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

67.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

73.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.782.44 15.85 30.48 51.21 89.00 121.92 609.60

73.0 Silt 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

74.3 Silt 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

74.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

76.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

76.3 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

78.4 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

78.4 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60

79.2 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60

79.2 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

81.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19j

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

81.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.782.44 15.85 30.48 51.21 89.00 121.92 609.60

86.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

86.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

88.6 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

88.6 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

90.8 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

90.8 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.6093.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

93.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

97.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

97.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

102.5 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

102.5 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

103.4 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.622.44 15.85 30.48 51.21 89.00 121.92 609.60

103.4 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

106.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

106.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

107.3 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

107.3 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

109.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

109.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

116.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

116.3 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

123.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19k

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

123.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.422.44 15.85 30.48 51.21 89.00 121.92 609.60

125.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

125.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

134.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

134.0 Clay 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

139.0 Clay 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

139.0 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60140.0 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19l

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

0.0 Silt 0.00 0.00 0.00 0.00 0.00 0.00 0.002.44 15.85 30.48 51.21 89.00 121.92 609.60

3.1 Silt 19.30 38.61 51.73 57.91 69.49 77.21 77.21

2.44 15.85 30.48 51.21 89.00 121.92 609.60

3.1 Clay 49.16 98.32 131.75 147.48 176.97 196.64 196.64

2.44 15.85 30.48 51.21 89.00 121.92 609.60

4.2 Clay 49.16 98.32 131.75 147.48 176.97 196.64 196.64

2.44 15.85 30.48 51.21 89.00 121.92 609.60

4.2 Silt 27.38 54.76 73.37 82.14 98.56 109.51 109.51

2.44 15.85 30.48 51.21 89.00 121.92 609.60

5.2 Silt 34.46 68.91 92.35 103.37 124.05 137.83 137.83

2.44 15.85 30.48 51.21 89.00 121.92 609.60

5.2 Clay 98.32 196.64 263.49 294.96 353.95 393.27 393.27

2.44 15.85 30.48 51.21 89.00 121.92 609.607.5 Clay 98.32 196.64 263.49 294.96 353.95 393.27 393.27

2.44 15.85 30.48 51.21 89.00 121.92 609.60

7.5 Silt 262.26 524.51 702.85 786.77 944.12 1049.03 1049.03

2.44 15.85 30.48 51.21 89.00 121.92 609.60

10.0 Silt 344.56 689.12 923.43 1033.69 1240.42 1378.25 1378.25

2.44 15.85 30.48 51.21 89.00 121.92 609.60

10.0 Clay 98.32 196.64 263.49 294.96 353.95 393.27 393.27

2.44 15.85 30.48 51.21 89.00 121.92 609.60

15.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

15.0 Clay 210.14 420.28 563.18 630.43 756.51 840.57 840.57

2.44 15.85 30.48 51.21 89.00 121.92 609.60

19.0 Clay 210.14 420.28 563.18 630.43 756.51 840.57 840.572.44 15.85 30.48 51.21 89.00 121.92 609.60

19.0 Clay 328.35 656.69 879.97 985.04 1182.05 1313.39 1313.39

2.44 15.85 30.48 51.21 89.00 121.92 609.60

23.0 Clay 328.35 656.69 879.97 985.04 1182.05 1313.39 1313.39

2.44 15.85 30.48 51.21 89.00 121.92 609.60

23.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

27.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

27.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

30.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

30.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

33.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

33.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

38.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19m

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

38.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.622.44 15.85 30.48 51.21 89.00 121.92 609.60

41.0 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

41.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

45.0 Clay 315.21 630.43 844.77 945.64 1134.77 1260.85 1260.85

2.44 15.85 30.48 51.21 89.00 121.92 609.60

45.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

51.7 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

51.7 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.6058.0 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

58.0 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

65.6 Clay 367.75 735.50 985.56 1103.24 1323.89 1470.99 1470.99

2.44 15.85 30.48 51.21 89.00 121.92 609.60

65.6 Sand 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

67.0 Sand 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

67.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

73.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.782.44 15.85 30.48 51.21 89.00 121.92 609.60

73.0 Silt 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

74.3 Silt 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

74.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

76.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

76.3 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

78.4 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

78.4 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60

79.2 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60

79.2 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

81.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19n

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

81.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.782.44 15.85 30.48 51.21 89.00 121.92 609.60

86.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

86.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

88.6 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

88.6 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

90.8 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

90.8 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.6093.0 Silt 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

93.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

97.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

97.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

102.5 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

102.5 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.62

2.44 15.85 30.48 51.21 89.00 121.92 609.60

103.4 Silt 846.40 1692.81 2268.36 2539.21 3047.06 3385.62 3385.622.44 15.85 30.48 51.21 89.00 121.92 609.60

103.4 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

106.0 Clay 420.28 840.57 1126.36 1260.85 1513.02 1681.13 1681.13

2.44 15.85 30.48 51.21 89.00 121.92 609.60

106.0 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

107.3 Clay 630.43 1260.85 1689.54 1891.28 2269.53 2521.70 2521.70

2.44 15.85 30.48 51.21 89.00 121.92 609.60

107.3 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

109.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

109.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

116.3 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

116.3 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

123.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19o

OFFSHORE VIETNAM







* Q (kN) Z (mm) *

123.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.422.44 15.85 30.48 51.21 89.00 121.92 609.60

125.0 Clay 525.35 1050.71 1407.95 1576.06 1891.28 2101.42 2101.42

2.44 15.85 30.48 51.21 89.00 121.92 609.60

125.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

134.0 Sand 1400.94 2801.89 3754.53 4202.83 5043.40 5603.78 5603.78

2.44 15.85 30.48 51.21 89.00 121.92 609.60

134.0 Clay 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

139.0 Clay 945.64 1891.28 2534.31 2836.91 3404.30 3782.55 3782.55

2.44 15.85 30.48 51.21 89.00 121.92 609.60

139.0 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60140.0 Clay 577.89 1155.78 1548.74 1733.67 2080.40 2311.56 2311.56

2.44 15.85 30.48 51.21 89.00 121.92 609.60



BH SV-6X

BLOCK 15-1


Checked by : CHG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate 19p

OFFSHORE VIETNAM



Adopted Remoulded Shear Strength ProfileUnit Skin Friction (API RP 2A WSD 2000)

0 50 100 150 200 250 300 350 400

Remoulded Shear Strength, Sur (kPa)

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

qc/300

Date performed:

Checked by :

Made by :BH SV-6XBLOCK 15-1



10/06/2013

CHG

SP

30% Unit Skin Friction (API RP 2A WSD 2000)



From To

Medium dense 0.0 26.7

silty fine SAND 3.1 26.7


lean CLAY 4.2 12.1



Very stiff 5.2 21.5



SILT with sand 10.0 26.7

10.0 25.1

15.0 27.8

15.0 16.3

19.0 18.4Stiff to very stiff 19.0 23.0

lean CLAY 23.0 25.5

23.0 32.3

27.0 35.1

Hard 27.0 38.4

fat CLAY 30.0 40.5


8.00

-

1.0 0.5

1.2 & 2.0

8.00

-0.15

0.5

Soil Description

0.15

1.0

1

2

3

1.2 & 2.0

1.0

5

4

8.000.5

-0.15

Stratum

Penetration

(m) Sur (kPa)

Cone

Resistance

(MPa)

Setup

Factor k Factor

1.2 & 2.0

1.2 & 2.0

1.0 0.5 13.00

0.15 -

9

10

Very stiff

lean CLAY

11

1.2 & 2.0 -

7Stiff

sandy lean CLAY

Very stiff

lean CLAY

1.2 & 2.0 0.15 -

8 1.2 & 2.0 0.15 -

6 0.15

clayey SILT 33.0 43.3

33.0 30.1

38.0 32.3Medium dense 38.0 36.7

SILT 41.0 36.7

41.0 33.7

45.0 35.5

Dense 45.0 43.3



lean CLAY 58.0 42.0

58.0 42.0

65.6 42.0



Dense 67.0 80.0


Hard 73.0 77.7

cohesive SILT 74.3 78.4

0.15

Very stiff

lean CLAY with sand

Very stiff

lean CLAY

1.2 & 2.0

1.0

1.0

1.0

14

0.15

24.00

17

-1.2 & 2.0

14.00

13.00

0.5

20

28/06/2013

Made by : SP

Checked by : CHG

0.15

1.2 & 2.0

-

-

-

0.7

BH SV-6XBLOCK 15-01

OFFSHORE VIETNAM

Date Performed :

1.0

0.15

1.2 & 2.0

13

PARAMETERS USED FOR SRD CALCULATION (API RP 2A WSD 2000 METHOD)

11.00

-1.2 & 2.012

18

19

0.15

Very stiff

silty CLAY

0.5

15

16

0.7


:



From To

74.3 58.4

76.3 59.1

Dense 76.3 70.0


78.4 62.9

79.2 63.2

Dense 79.2 70.0

SILT 81.0 70.0

Dense 81.0 43.3


Dense 86.0 86.7

SILT 88.6 86.7

88.6 60.0

90.8 60.0Dense 90.8 70.0

SILT 93.0 70.0

93.0 48.0

97.0 72.0

97.0 48.0

102.5 48.0


Very stiff

lean CLAY

27

23 1.2 & 2.0 0.15

Very stiff to hard

CLAY

Very stiff to hard

CLAY

Very stiff

lean CLAY with sand

13.00

21 1.2 & 2.0 0.15

22 1.0 0.7

-

13.0031 1.0 0.5

28 1.0 0.7

Very stiff to hard

lean CLAY

30 1.2 & 2.0 0.15

-

1.0 0.7

21.00

29 1.2 & 2.0 0.15 -

1.2 & 2.0 0.15

13.00

Sur (kPa)Setup

Factor k Factor

Cone

Resistance

(MPa)

-

-

1.0 0.7 21.00

26 1.0 0.7 26.00

24

St ratum Soil Descrip tion

Penetration

(m)

25

SILT 103.4 43.3

103.4 48.0

106.0 48.0106.0 72.0

107.3 72.0

Dense 107.3 83.3

SILT 109.0 83.3

109.0 60.0

116.3 60.0

Dense 116.3 70.0


123.0 60.0

125.0 60.0

Dense 125.0 96.7


Hard 134.0 104.7


139.0 66.0

140.0 66.0

-

Very stiff to hard

CLAY

38 1.0 0.7 29.00

Very stiff to hard

lean CLAY

Very stiff to hard

lean CLAY

PARAMETERS USED FOR SRD CALCULATION (API RP 2A WSD 2000 METHOD)

BH SV-6XBLOCK 15-01

OFFSHORE VIETNAM


Made by : SP

Checked by : CHG

39 1.2 & 2.0 0.15 -

40 1.2 & 2.0 0.15 -Very stiff to hard

CLAY

0.7 24.00

0.15 -37 1.2 & 2.0

36 1.0

34 1.0 0.7 25.00

35 1.2 & 2.0 0.15 -

33 1.2 & 2.0 0.15 -

32Very stiff

lean CLAY1.2 & 2.0 0.15


:



Continuous Driving (Unplugged)

Setup Condition (Plugged)

0 10 20 30 40 50 60 70 80 90 100

Soil Resistance during Driving, SRD (MN)

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

Date performed:

Checked by : CHG

Made by :

Plate 22a

Pile Thickness 1.0-inDriving shoe considered

12/06/2013

SP762mm (30-inch) DIAMETER CONDUCTOR

BH SV-6XBLOCK 15-01



Upper Bound

Prepared by :





0 10 20 30 40 50 60 70 80 90 100


110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

Date performed:

Checked by : CHG

Made by :

Plate 22b


12/06/2013


BH SV-6XBLOCK 15-01



Upper Bound

Prepared by :





0 10 20 30 40 50 60 70 80 90 100


110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

Date performed:

Checked by : CHG

Made by :

Plate 22c


12/06/2013

SP1219mm (48-inch) DIAMETER PILE

BH SV-6XBLOCK 15-01



Upper Bound

Prepared by :





0 10 20 30 40 50 60 70 80 90 100


110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

Date performed:

Checked by : CHG

Made by :

Plate 22d


12/06/2013


BH SV-6XBLOCK 15-01



Upper Bound

Prepared by :



Cushion

Area

Hammer

Efficienc

(cm2) (%)

Hard

Sand

Hammer

Type

746.87IHC S750

Parameter

Parameter

Quake (mm)Shaft 2.54

0.0980.197 0.164

Toe

Clay Silt

Shaft

2.54

Toe 2.54 2.54 2.54

2.54

0.2620.361

0.656 0.492 0.492

36.16

0.492 0.492 0.492

0.230

Soil Data

ClaySilt

133.77

SandSoft Very Stiff

(kN) (kN)

0.8

-369.84

-15.70IHC S280 -

Rated

Energy

(kNm)

Hammer Data (Piles)Ram

WeightHelmet Weight

Elastic

Modulus

-

(MPa)

Coefficient of

Restitution

Damping

(sec/m)

Stiff

278.40

90

HAMMER & SOIL DATA

Prepared by :

BH SV-6X

BLOCK 15-01

OFFSHORE VIETNAM


SPMade by :

Checked by :

Date performed: 17/06/2013

CHG

PSG/SI/2013/CLJOC/06/SV-6X/FR Plate 23



0 50 100 150 200 250 300 350

Blowcounts (Blows/300mm)

0

2

4

6

8

10

12

14

16

18

20

22

24

S o i l R e s i s t a n c e d u r i n g D r i v i n g ,

S R D ( M N )


Checked by : CHG

Made by :

Plate 24a

Wall Thickness = 25.4mm (1.0-inch)

Conductor Penetration = 140 m

Conductor Length = 194.1 m

SP


762mm (30-inch) DIAMETER CONDUCTORBH SV-6XBLOCK 15-01


(1)



0 50 100 150 200 250 300 350


0

2

4

6

8

10

12

14

16

18

20

22

24


S R D ( M N )


Checked by : CHG

Made by :

Plate 24b




SP



OFFSHORE VIETNAMCUU LONG JOINT OPERATING (CLJOC)

(1)



0 50 100 150 200 250 300 350


0

4

8

12

16

20

24

28

32

36

40


S R D ( M N )


Checked by : CHG

Made by :

Plate 24c




SP


(2)



(1)



0 50 100 150 200 250 300 350


0

4

8

12

16

20

24

28

32

36

40


S R D ( M N )


Checked by : CHG

Made by :

Plate 24d




SP


(2)



(1)



0 50 100 150 200 250 300 350


0

6

12

18

24

30

36

42

48

54

60


S R D ( M N )


Checked by : CHG

Made by :

Plate 24e


Pile Penetration = 140 m

Pile Length = 194.1 m

SP


(2)

1219mm (48-inch) DIAMETER PILEBH SV-6XBLOCK 15-01


(1)



0 50 100 150 200 250 300 350


0

6

12

18

24

30

36

42

48

54

60


S R D ( M N )


Checked by : CHG

Made by :

Plate 24f




SP


(2)



(1)



0 50 100 150 200 250 300 350


0

6

12

18

24

30

36

42

48

54

60


S R D ( M N )


Checked by : CHG

Made by :

Plate 24g




SP


(2)



(1)



0 50 100 150 200 250 300 350


0

6

12

18

24

30

36

42

48

54

60


S R D ( M N )


Checked by : CHG

Made by :

Plate 24h




SP


(2)



(1)





0 50 100 150 200 250 300 350

Predicted Blowcounts (Blows/0.3m)

140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )

Self Penetration of Pile


Checked by : CHG

SPMade by :


Conductor Thickness 1.00-in

(Driving shoe is considered)

Set-up factor = 1.2

Set-up factor = 2.0





0 50 100 150 200 250 300 350


140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )



Checked by : CHG

SPMade by :


Pile Thickness 1.97-in


Set-up factor = 1.2

Set-up factor = 2.0





0 50 100 150 200 250 300 350


140

130

120

110

100

90

80

70

60

50

40

30

20

10

0

D e p t h B e l o w

M u d l i n e ( m )



Checked by : CHG

SPMade by :




Set-up factor = 1.2

Set-up factor = 2.0



PLASTICITY CHART

Third-Party Services: Soil Laboratory Analysis For CUU LONG JOC

Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P4C 3.6 32 16 CL

P5A 4.2 28 14 51.5 20.6 27.9 SC

P6B 5.6 26 11 CL

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )

Stiff brown lean CLA

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

Medium dense dark

Very stiff brown san

organic pockets

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P7C 6.8 31 14 37.6 33.3 29.1 CL

P8A 7.2 47 22 CL

P12C 10.9 43 20 CL

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )


organic pockets

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


organic pockets

Very stiff brown lean

fragments, organic a

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P13C 11.7 46 23 CL

P14C 12.8 38 17 19.8 38.7 41.5 CL

P15B 13.6 37 16 CL

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )



E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


of shell fragments, o



R e v . : 6

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P16C 14.2 40 18 CL

P17B 15.4 34 13 CL

P18C 16.8 35 17 CL

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )



E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

Firm light brown lea

traces of shell fragm

Very stiff light brow

coarse gravel

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P19C 17.6 25 10 26.7 40.9 20.3 12.1 CL

P20B 18.6 25 11 CL

P21B 19.4 35 18 CL

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )

Stiff light brownish

gravel

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

Stiff light brownish

gravel


traces of silt pockets

R e v . : 6

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P28B 26.6 35 16 CL

P30B 28.4 60 34 2.4 37.6 60.0 CH

P32B 33.6 26 6 12.8 63.0 24.2 CL-ML

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )

Very stiff yellowish

shell fragments and

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

Hard brown fat CLA

Medium dense yello

fragments pockets

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P33B 37.6 26 6 32.9 48.3 18.8 CL-ML

P34B 41.4 33 15 26.1 57.5 16.4 CL

P37A 53.2 36 17 19.2 55.3 25.5 CL

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )


fragments pockets

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


shell fragments

Stiff dark yellowish

cemented silt pocket

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P38AR 57.4 37 17 CL

P39B 61.7 47 23 1.7 60.4 37.9 CL

P42B 73.5 28 5 7.6 81.5 10.9 ML

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )

Stiff dark yellowish

cemented silt pocket

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

Very stiff dark green

and traces of silt poc

Olive brown SILT w

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P47C 93.8 33 13 5.5 53.3 41.2 CL

P48C 97.8 39 17 5.2 51.5 43.3 CL

P49B 101.6 36 16 7.9 43.6 48.5 CL

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )

Very stiff greenish g

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


organic pockets and


organic pockets and

R e v . : 6

F -Đ C - 7 3

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P50B 105.6 31 12 11.5 38.2 50.3 CL

P51C 109.8 41 20 CL

P52B 113.6 27 9 18.0 42.3 39.7 CL

R e v . : 6

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )


organic pockets and

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


traces of shell fragm


pockets and traces o

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



PLASTICITY CHART


Borehole No: SV-6X

LIQUID LIMIT (LL)

Sample

Index

Sample

Number

Sample

Depth, (m)

LL

(%)

PI

(%)

Gravel

(%)

Sand

(%)

Silt

(%)

Clay

(%)

Group

SymbolS

P58B 136.5 30 12 0.0 37.9 35.7 26.4 CL

#N/A

#N/A

F -Đ C - 7 3

P l a t e . /

P L A S

T I C I T Y I

N D E X (

P I )


pockets, few shell fr

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

#N/A

#N/A

R e v . : 6

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

MH or OH

ML or OLCL-ML



CUMULATIVE PARTICLE-SIZE PLOT


Borehole: SV-6X

Particle size, (mm)

SOIL GROUP GRAVEL SAND

SUB-SOIL GR. COARSE FINE COARSE MEDIUM FINE

Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.4 3.0 13.3 57.2

Cumulative Per. 100.0 99.6 96.6 83.3 26.1

Sample No: Sample Depth, m Group Symbol: SM Cu = 15.3

P1B 0.4 Soil Description: Calcareous medium dense dark greenish gray silty fine SAND with few

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2

P e r c e n t P a s s i n g

0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 4.3 3.8 8.3 64.2

Cumulative Per. 100.0 95.7 91.9 83.6 19.4


P2A 1.2 Soil Description: Calcareous medium dense dark greenish gray silty fine SAND with few

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 2.8 51.1

Cumulative Per. 100.0 97.2 46.1

Sample No: Sample Depth, m Group Symbol: SM Cu =

P3C 2.6 Soil Description: Medium dense reddish brown silty fine SAND with few clay pockets

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.6 49.9 2


Sample No: Sample Depth, m Group Symbol: SC Cu = 15.3

P5A 4.2 Soil Description: Medium dense dark yellowish brown clayey SAND

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.7 67.2



P5C 4.6 Soil Description: Medium dense dark yellowish brown silty fine SAND

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.5 36.1


Sample No: Sample Depth, m Group Symbol: CL Cu =

P7C 6.8 Soil Description: Very stiff brown sandy lean CLAY with few silt and traces of organic p

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.2 39.7


Sample No: Sample Depth, m Group Symbol: ML Cu = 13.1

P9C 7.9 Soil Description: Medium dense yellowish brown none plasticity sandy SILT with traces

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.9 28.1



P10B 8.6 Soil Description: Medium dense yellowish brown none plasticity SILT with sand with tr

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.5 20.9



P11B 9.6 Soil Description: Medium dense yellowish brown none plasticity SILT with sand with tr

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.8 18.0



P14C 12.8 Soil Description: Very stiff brown lean CLAY with sand with few silt pockets traces of s

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 26.7 4.9 3.9 32.1 2

Cumulative Per. 100.0 73.3 68.4 64.5 32.4

Sample No: Sample Depth, m Group Symbol: CL Cu = 86.7

P19C 17.6 Soil Description: Stiff light brownish gray sandy lean CLAY with fine to coarse gravel

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.4 34.8



P23B 21.6 Soil Description: Very stiff brown sandy lean CLAY eith few cemented silt and traces of

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.3 26.2 4



P27C 25.6 Soil Description: Very stiff yellowish brown lean CLAY with sand with traces of shell fr

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 3.4 29.5 4


Sample No: Sample Depth, m Group Symbol: CL-ML Cu =

P33B 37.6 Soil Description: Very stiff yellowish brown sandy silty CLAY with traces of shell fragm

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 5.0 21.1


Sample No: Sample Depth, m Group Symbol: CL Cu = 32.7

P34B 41.4 Soil Description: Very stiff yellowish brown lean CLAY with sand with traces of shell fr

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 5.7 27.9


Sample No: Sample Depth, m Group Symbol: 0 Cu = 8.1

P35A 45.4 Soil Description: Medium dense yellowish brown sandy SILT with few cemented silt an

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 3.6 66.5



P36C 49.7 Soil Description: Medium dense yellowish brown silty fine SAND with traces to few cla

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 19.2

Cumulative Per. 100.0 80.8


P37A 53.2 Soil Description: Stiff dark yellowish brown lean CLAY with few sand seams and ceme

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.7



P39B 61.7 Soil Description: Very stiff dark greenish gray lean CLAY with few shell fragments and

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 7.6



P42B 73.5 Soil Description: Olive brown SILT with traces of shell framgents and mica specks

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.7 44.7 4



P43A 77.4 Soil Description: Dense olive brown none plasticity sandy SILT with traces of cemented

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 3.3 62.3 2



P44A 81.4 Soil Description: Medium dense dark greenish gray silty fine SAND with few shell fragm

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 3.2 55.4 2



P45B 85.7 Soil Description: Medium dense dark greenish gray silty fine SAND with few shell fragm

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 14.9



P46CR 89.8 Soil Description: Very stiff greenish gray lean CLAY with sand with traces of silt pocke

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 5.5



P47C 93.8 Soil Description: Very stiff greenish gray lean CLAY with traces of shel fragments

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.9 4.3



P48C 97.8 Soil Description: Very stiff dark greenish gray lean CLAY with traces of silt and organic

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.9 6.0 4



P49B 101.6 Soil Description: Very stiff dark greenish gray lean CLAY with traces of silt and organic

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 0.6 10.9



P50B 105.6 Soil Description: Very stiff dark greenish gray lean CLAY with traces of silt and organic

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.9 16.1 4



P52B 113.6 Soil Description: Very stiff dark greenish gray lean CLAY with sand with few silt pocke

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 14.3 44.0



P53B 117.5 Soil Description: Medium dense dark gray silty fine SAND with few cemented sand and

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 2.4 91.7


Sample No: Sample Depth, m Group Symbol: SP-SM Cu = 1.7

P54B 121.4 Soil Description: Medium dense dark gray poorly graded fine SAND with traces of shel

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 1.5 5.9 26.6 44.7

Cumulative Per. 100.0 98.5 92.6 66.0 21.3


P55B 125.7 Soil Description: Medium dense dark gray silty fine SAND with some shell fragments

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 9.7 57.4



P56C 129.6 Soil Description: Medium dense dark gray silty fine SAND with some shell fragments w

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50





Borehole: SV-6X

Particle size, (mm)



Grain dia. (mm) 75 19 4.75 2.0 0.425 0.075

Group Per. (%) 5.4 32.5



P58B 136.5 Soil Description: Very stiff dark greenish gray sandy lean CLAY with little sand pockets

R e v . : 6

P l a t e . /

F -Đ C - 7 4

E f f e c t i v e : 2 1 - 0 2 -2 0 1 2


0

20

40

60

80

100

0.1110100

0,0750,4254,7519 2,075

50



Sample no.

Depth (m)

Moisture content (%)

Bulk density (kN/m3)

Confiningpressure (kPa)

Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A51

1

P4

3.6

14

21.6

578

180

1.4

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4

UNCONSOLIDATED UNDRAINEDTRIAXIAL COMPRESSION TEST(ASTM : D 2850)

BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A52

1

P8

7.2

23

2319.1

647

225

1.6

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A54

1

P19

17.2

16

19.9

837

97

1.6

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A55

1

P23

21.6

18

20.9

920

102

1.4

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A57

1

P31

30.0

21

19.9

1076

272

1.3

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A58

1

P37

53.2

28

19.8

1521

54

2.6

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3

4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A60

1

P47

93.8

28

19.1

2292

72

7.0

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3 4


BH SV-6XBLOCK 15/01




Sample no.

Depth (m)




Su (kPa)

Strain, 50 (%)


0 2 4 6 8 10 12 14 16 18 20

0

40

80

120

160

200

240

280

320

360

400

440

480

520

560

600

D E V I A T O R

S T

R E S S

( k P a )

AXIAL STRAIN (%)

Plate A61

1

P51

109.8

23

19.9

2596

152

4.0

STRESS STRAIN CURVE

1

Location of Test :

Type of Sample :

Soil Type :

Offshore

Undisturbed

CLAY

2

3


BH SV-6XBLOCK 15/01




Made by: Checked by: …

STRAIN (%)

Borehole No: SV-6X

Sample No: P4B Maximum Shear Failure

Depth Cell Pressure Deviator Stress Strength 50 Strain

(m) (kPa) (kPa) (kPa) (%) (%)

3.4 575 189 95 3.74 15.0

Soil Description:

Stiff brown lean CLAY with few ferrous nodules

Notes:

STRESS - STRAIN CURVE

UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST

TYPE OF TESTED SPECIMEN : UNDISTURBED

THIRD-PARTY SERVICES: SOIL LABORATORY ANALYSIS FOR CUU LONG JOC

SHEAR STRENGTH TEST ON COHESIVE SOIL

VIETSOVPETRO GEOTECH-LAB. INDEX: LAS-XD901

F-ÐC-83 Rev.: 6 Effective: 21-02-2012 Plate /

D E V I A T O R

S T R E S S ( k P

: API RP 2A-LRFD; API RP 2A-WSD

N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A62




STRAIN (%)

Borehole No: SV-6X

Sample No: P4BR Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

15.6 575 170 85 0.81 14.2

Soil Description:

Firm light brown lean CLAY with few sand and silt pockets, traces of shell fragments

Notes:



TYPE OF TESTED SPECIMEN : REMOULDED





D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A63




STRAIN (%)

Borehole No: SV-6X

Sample No: P6C Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

5.8 620 319 160 1.81 12.8

Soil Description:

Very stiff brown sandy lean CLAY with few silt and traces of organic pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A64




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

10.7 713 292 146 0.96 8.6

Soil Description:

Very stiff brown lean CLAY with few silt pockets traces of shell fragments, organic and ferrous stains

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A65




STRAIN (%)

Borehole No: SV-6X

Sample No: P12CR Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

10.9 713 358 179 0.46 12.0

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A66




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

12.6 749 432 216 1.31 4.3

Soil Description:

Hard brown lean CLAY with few silt pockets traces of shell fragments, organic and ferrous stains

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

50

100

150

200

250

300

350

400

450

500

0 2 4 6 8 10 12 14 16 18 20

Plate A67




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

12.6 749 362 181 0.67 14.7

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

50

100

150

200

250

300

350

400

450

500

0 2 4 6 8 10 12 14 16 18 20

Plate A68




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

14.2 780 272 136 2.63 7.9

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A69




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

14.2 780 253 127 0.83 15.0

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A70




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

15.6 806 89 45 2.43 9.9

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

10

20

30

40

50

60

70

80

90

100

0 2 4 6 8 10 12 14 16 18 20

Plate A71




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

15.6 806 88 44 0.47 8.1

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

10

20

30

40

50

60

70

80

90

100

0 2 4 6 8 10 12 14 16 18 20

Plate A72




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

16.6 825 255 128 1.45 10.7

Soil Description:

Very stiff light brownish gray sandy lean CLAY with fine to coarse gravel

Notes: Mushroom failure, sample touch triaxial-cell wall after failed








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A73




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

17.6 844 142 71 2.87 15.0

Soil Description:

Stiff light brownish gray sandy lean CLAY with fine to coarse gravel

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A74




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

21.8 924 202 101 2.74 15.0

Soil Description:

Very stiff brown sandy lean CLAY with few cemented silt and traces of silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A75




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

21.8 924 189 95 0.48 12.7

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A76




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

24.6 977 368 184 1.20 14.2

Soil Description:

Very stiff yellowish brown lean CLAY with sand with traces of shell fragments and silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A77




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

25.4 993 197 99 2.04 14.3

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A78




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

26.8 1019 220 110 1.79 15.0

Soil Description:


Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A80




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

26.8 1019 205 103 0.73 15.0

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A81




STRAIN (%)

Borehole No: SV-6X

Sample No: P30A Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

28.2 1046 659 330 1.29 6.4

Soil Description:

Hard brown fat CLAY with few cemented silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

70

140

210

280

350

420

490

560

630

700

0 2 4 6 8 10 12 14 16 18 20

Plate A82




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

37.8 1228 242 121 2.41 11.3

Soil Description:

Very stiff yellowish brown sandy silty CLAY with traces of shell fragments pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A83




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

109.6 1228 167 84 0.46 15.0

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A84




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

41.6 1300 251 126 3.09 14.8

Soil Description:

Very stiff yellowish brown lean CLAY with sand with traces of shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A85




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

41.6 1300 243 122 0.99 13.7

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A86




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

53.6 1258 115 58 4.37 14.9

Soil Description:

Stiff dark yellowish brown lean CLAY with few sand seams and cemented silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A87




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

53.6 1258 63 32 3.33 14.9

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A88




STRAIN (%)

Borehole No: SV-6X

Sample No: P38AR Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

57.4 1601 114 57 0.70 15.0

Soil Description:

Stiff dark yellowish brown lean CLAY with few sand seams and cemented silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

20

40

60

80

100

120

140

160

180

200

0 2 4 6 8 10 12 14 16 18 20

Plate A89




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

61.9 1686 270 135 2.06 13.5

Soil Description:

Very stiff dark greenish gray lean CLAY with few shell fragments and traces of silt pockets

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A90




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

89.8 2216 386 193 0.77 15.0

Soil Description:

Very stiff greenish gray lean CLAY with sand with traces of silt pockets and shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

50

100

150

200

250

300

350

400

450

500

0 2 4 6 8 10 12 14 16 18 20

Plate A91




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

93.6 2288 205 103 5.69 12.9

Soil Description:

Very stiff greenish gray lean CLAY with traces of shel fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A92




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

93.6 2288 152 76 0.69 8.0

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A93




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

97.6 2364 261 131 1.94 15.0

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A95




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

101.8 2444 295 148 3.81 14.9

Soil Description:

Very stiff dark greenish gray lean CLAY with traces of silt and organic pockets and shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A96




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

101.8 2444 165 83 0.66 13.7

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A97




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

105.8 2520 328 164 4.51 13.6

Soil Description:

Very stiff dark greenish gray lean CLAY with traces of silt and organic pockets and shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A98




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

105.8 2520 169 85 1.18 13.9

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A99




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

109.6 2592 369 185 3.59 14.9

Soil Description:

Very stiff dark greenish gray lean CLAY with few silt pockets and traces of shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A100




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

109.6 2592 240 120 0.60 11.4

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

40

80

120

160

200

240

280

320

360

400

0 2 4 6 8 10 12 14 16 18 20

Plate A101




STRAIN (%)

Borehole No: SV-6X

Sample No: P52A Maximum Shear Failure


(m) (kPa) (kPa) (kPa) (%) (%)

113.4 2665 417 209 4.82 15.0

Soil Description:

Very stiff dark greenish gray lean CLAY with few silt pockets and traces of shell fragments

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

50

100

150

200

250

300

350

400

450

500

0 2 4 6 8 10 12 14 16 18 20

Plate A102




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

136.7 3126 296 148 3.09 9.8

Soil Description:

Very stiff dark greenish gray sandy lean CLAY with little sand pockets, few shell fragments, and traces cemented sa

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A104




STRAIN (%)

Borehole No: SV-6X



(m) (kPa) (kPa) (kPa) (%) (%)

136.7 3126 256 128 0.27 9.2

Soil Description:

0

Notes:








D E V I A T O R

S T R E S S ( k P


N.R.: ASTM D 2487 - 00; ASTM D 2850 - 95 (r.99)

0

30

60

90

120

150

180

210

240

270

300

0 2 4 6 8 10 12 14 16 18 20

Plate A105



Made By: Checked By:

760

Soil Description:


STRESS VOID RATIO CURVE & CONSOLIDATION TEST SUMMARY PLOTS

ONE - DIMENSIONAL CONSOLIDATION TEST

THIRD-PARTY SERVICE: SOIL LABORATORY ANALYSIS FOR CUU LONG JOC

BOREHOLE SV-6X / SAMPLE P14A / SAMPLE DEPTH 12.4m


F-ÐC-76 Rev.: 6 Effective: 21-02-2012 Plate 8/8

:API RP 2A-LRFD; API RP 2A-WSD

N.R. :ASTM D 2487 - 00; ASTM D 2435-96

0.45

0.51

0.57

0.63

0.69

10 100 1000 10000

E

B

D

C

P r e c o n s o l i d a t i o n

p r e s s u r e

A

1 10 100

F

G

Vertical effective stress, (kPa)

V

o i d r a t i o , e

0.45

0.50

0.55

0.60

0.65

0.70

10 100 1000 10000

Coefficient of consolidation, Cv (10-4

cm2/sec)

V o i d r a t i o , e



Pre-pressure, P'c (kPa) =

Plate A106



Made By: Checked By:

929

Soil Description:


STRESS VOID RATIO CURVE & CONSOLIDATION TEST SUMMARY PLOTS

ONE - DIMENSIONAL CONSOLIDATION TEST


BOREHOLE SV-6X / SAMPLE P26A / SAMPLE DEPTH 24.2m


F-ÐC-76 Rev.: 6 Effective: 21-02-2012 Plate 8/8


N.R. :ASTM D 2487 - 00; ASTM D 2435-96

0.45

0.52

0.59

0.66

0.73

10 100 1000 10000

E

B D

C

P r e c o n s o l i d a t i o n

p r e s s u r e

A

1 10 100

F

G



0.45

0.50

0.55

0.60

0.65

0.70

0.75

10 100 1000 10000

Coefficient of consolidation, Cv (10-4

cm2/sec)




Pre-pressure, P'c (kPa) =

Plate A107



Tested By: Checked By:

32 Effective (') friction angle, degree

4 Effective Coheion Intercept (c') of Mohr Envelope, kPa

No Cell Back Max. volume Max. deviator Effective ('3)Effective ('1)Stage pressure, kPa pressure, kPa change, cm3 stress, kPa stress, kPa stress, kPa

I 575 400 6.61 443 175 618

II 850 400 3.23 1109 450 1559

III 1300 400 5.49 2124 900 3024

Soil Description:

Medium dense yellowish brown silty fine SAND with traces to few clay partings

CONSOLIDATED DRAINED TRIAXIAL COMPRESSION TEST


BOREHOLE: SV-6X / SAMPLE P36C / SAMPLE DEPTH 49.7m

VIETSOVPETRO GEOTECH-LAB. INDEX: LAS-XD901 F-ÐC-79 Rev.: 6 Effective: 21-02-2012 Plate 3/3


N.R.:BS 1377:Part8: 1990; ASTM D 4767 - 95

0

150

300

450

600

750

900

1050

1200

1350

1500

0 300 600 900 1200 1500 1800 2100 2400 2700 3000

S h e a r S t r e s s ,

( k P a )

Principal Stress, '(kPa)

' =

C' =

0

250

500

750

1000

1250

1500

1750

2000

2250

2500

0 3 6 9 12 15

Axial Strain, (%)

D e v i a t o r S t r e s s ,

( k P a )

MOHR CIRCLES

STRESS - STRAIN CURVES

Plate A108







I 850 500 7.83 832 350 1182

II 1200 500 4.46 1716 700 2416

III 1500 500 4.30 2310 1000 3310

Soil Description:

Medium dense olive brown sandy SILT with traces of shell fragments and mica specks



BOREHOLE: SV-6X / SAMPLE P41B / SAMPLE DEPTH 69.4m



N.R.:BS 1377:Part8: 1990; ASTM D 4767 - 95

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0 400 800 1200 1600 2000 2400 2800 3200 3600 4000

' =32O


( k P a )


' =

C' =

0

300

600

900

1200

1500

1800

2100

2400

2700

3000

0 2 4 6 8 10 12 14

Axial Strain, (%)


( k P a )

MOHR CIRCLES


Plate A109







I 965 400 1.31 1592 565 2157

II 1530 400 1.48 3133 1130 4263

III 2095 400 2.30 4594 1695 6289

Soil Description:

Medium dense dark gray poorly graded fine SAND with traces of shell fragments



BOREHOLE: SV-6X / SAMPLE P54B / SAMPLE DEPTH 121.4m



N.R.:BS 1377:Part8: 1990; ASTM D 4767 - 95

0

250

500

750

1000

1250

1500

1750

2000

2250

2500

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000

' =35O


( k P a )


' =

C' =

0

500

1000

1500

2000

2500

3000

3500

4000

4500

5000

0 2 4 6 8 10 12 14

Axial Strain, (%)


( k P a )

MOHR CIRCLES


Plate A110



Made By: … Checked By: …

HORIZONTAL DISPLACEMENT L, mm NORMAL STRESS , kPa

Normal Stress, Shear Stress, C' '

kPa kPa kPa deg. Remarks

1 = 25 = 24

2 = 50 41 10 29.0

3 = 98 67

Borehole : SV-6X

Sample No: P2A

Initial Water Content (%): 27.4 Density (kN/m3): 19.8 ample Depth (m): 1.2

Soil Description:

Calcareous medium dense dark greenish gray silty fine SAND with few to some shell fragments

Notes:

SATURATED DRAINED RAPID DIRECT SHEAR TEST

STRESS-DISPLACEMENT CURVES & PLOT OF SHEAR STRESS


THIRD -PARTY SERVICE: SOIL LABORATORY ANALYSIS FOR CUU LONG JOC

SHEAR STRENGTH TEST FOR COHESIONLESS SOIL


F-ÐC-82 Rev.: 6 Effective: 21-02-2012 Plate ./

N O R M I N A L S H E A R S T R E S S , k P a


N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

25

50

75

100

0 25 50 75 100

0

25

50

75

100

0 1 2 3 4 5 6 7 8 9 10

Plate A112







1 = 22 = 27

2 = 46 44 16 28.0

3 = 95 67

Borehole : SV-6X

Sample No: P3C


Soil Description:

Medium dense reddish brown silty fine SAND with few clay pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

25

50

75

100

0 25 50 75 100

0

25

50

75

100

0 1 2 3 4 5 6 7 8 9 10

Plate A113







1 = 22 = 25

2 = 46 38 14 27.5

3 = 95 63

Borehole : SV-6X

Sample No: P5B


Soil Description:

Medium dense dark yellowish brown silty fine SAND

Notes:



TYPE OF TESTED SPECIMEN : RECONSTITUTED







N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

25

50

75

100

0 25 50 75 100

0

25

50

75

100

0 1 2 3 4 5 6 7 8 9 10

Plate A114







1 = 39 = 40

2 = 81 70 20 28.5

3 = 161 108

Borehole : SV-6X

Sample No: P9C


Soil Description:

Medium dense yellowish brown none plasticity sandy SILT with traces cemented sand, clay and organic pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

50

100

150

200

0 50 100 150 200

0

50

100

150

200

0 1 2 3 4 5 6 7 8 9 10

Plate A115







1 = 43 = 42

2 = 88 70 20 28.0

3 = 175 115

Borehole : SV-6X

Sample No: P10B


Soil Description:

Medium dense yellowish brown none plasticity SILT with sand with traces cemented sand, clay and organic pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

50

100

150

200

0 50 100 150 200

0

50

100

150

200

0 1 2 3 4 5 6 7 8 9 10

Plate A116







1 = 46 = 45

2 = 98 67 22 26.0

3 = 196 122

Borehole : SV-6X

Sample No: P11B


Soil Description:

Medium dense yellowish brown none plasticity SILT with sand with traces cemented sand, clay and organic pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

50

100

150

200

0 50 100 150 200

0

50

100

150

200

0 1 2 3 4 5 6 7 8 9 10

Plate A117







1 = 265 = 159

2 = 459 266 10 29.5

3 = 917 558

Borehole : SV-6X

Sample No: P35A


Soil Description:

Medium dense yellowish brown sandy SILT with few cemented silt and traces of shell fragments pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

200

400

600

800

1000

0 200 400 600 800 1000

0

200

400

600

800

1000

0 1 2 3 4 5 6 7 8 9 10

Plate A118







1 = 393 = 273

2 = 789 477 20 31.0

3 = 1198 753

Borehole : SV-6X

Sample No: P43B


Soil Description:

Dense olive brown none plasticity sandy SILT with traces of cemented sand pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

300

600

900

1200

0 300 600 900 1200

0

300

600

900

1200

0 1 2 3 4 5 6 7 8 9 10

Plate A119







1 = 400 = 288

2 = 799 508 15 32.5

3 = 1198 780

Borehole : SV-6X

Sample No: P44A


Soil Description:

Medium dense dark greenish gray silty fine SAND with few shell fragments and traces of clay pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

300

600

900

1200

0 300 600 900 1200

0

300

600

900

1200

0 1 2 3 4 5 6 7 8 9 10

Plate A120







1 = 400 = 300

2 = 799 561 17 33.0

3 = 1198 792

Borehole : SV-6X

Sample No: P45B


Soil Description:

Medium dense dark greenish gray silty fine SAND with few shell fragments and traces of clay pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

300

600

900

1200

0 300 600 900 1200

0

300

600

900

1200

0 1 2 3 4 5 6 7 8 9 10

Plate A121







1 = 500 = 344

2 = 999 559 18 30.0

3 = 1500 852

Borehole : SV-6X

Sample No: P53B


Soil Description:

Medium dense dark gray silty fine SAND with few cemented sand and traces of clay pockets

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

400

800

1200

1600

0 400 800 1200 1600

0

400

800

1200

1600

0 1 2 3 4 5 6 7 8 9 10

Plate A122







1 = 401 = 286

2 = 801 501 10 33.0

3 = 1200 794

Borehole : SV-6X

Sample No: P55B


Soil Description:

Medium dense dark gray silty fine SAND with some shell fragments

Notes:










N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98

0

400

800

1200

1600

0 400 800 1200 1600

0

400

800

1200

1600

0 1 2 3 4 5 6 7 8 9 10

Plate A123







1 = 500 = 356

2 = 999 617 15 33.0

3 = 1500 1002

Borehole : SV-6X

Sample No: P56C


Soil Description:

Medium dense dark gray silty fine SAND with some shell fragments with traces of clay pockets

Notes:









N.R.: ASTM D 2487 - 00; ASTM D 3080 - 98


0

400

800

1200

1600

0 400 800 1200 160

0

400

800

1200

1600

0 1 2 3 4 5 6 7 8 9 1

Plate A124



BLOCK 15-1: BH SV-6X

Sample: Soils

Requirement: Determination of Carbonate Content

Date sample received: 06 May. 2013

Date tested: 06 - 10 May. 2013

Analytical method: Rapid Titration Method in Accordance with 6.3

of BS-1377: Part 3 : 1990

Analysis results:

No Sample Depth(m) %Carbonate(as CO2) %Carbonate( as CaCO3)

1 P2A 1.2 5.25 11.93

2 P5C 4.6 0.03 0.07

3 P36C 49.7 1.18 2.69

4 P54B 121.4 2.50 5.67

Analysts:

ANALYSIS REPORT

Checked

Plate A125




Checked by : CHG

SPMade by :

PGS/SI/2013/CLJOC/06/DR Plate A126

BH SV-6XBLOCK 15-01





Checked by : CHG

SPMade by :


BH SV-6XBLOCK 15-01




APPENDIX B



SOIL CLASSIFICATION TESTS

Soil Colour

The soil colours were measured by comparison with a Munsell soil colour chart. (Reference:

“Munsell Soil Color Charts”, 1975 Edition). Accurate comparison was obtained by holding the soilsample directly behind apertures separating the closest matching colour chips. The soil colours

were described by colour names and the Munsell notation of color.

In the Munsell system, the colours were systematically arranged in accordance with the three

variables that combined to describe all colours. These variables were the Hue, Value and

Chroma. The Hue notation of a colour indicated its relation to Red, Yellow, Green, Blue and

Purple. The Value notation indicated its strength (or departure from a neutral of the same

lightness).

At terberg Limits

The tests to determine the Atterberg Limits were conducted on soil samples of cohesive material.

The specimen was sieved through a sieve 425 m. The soil passing the 425 m sieve was

thoroughly mixed with distilled water. The liquid and plastic limits of the soil were then determined

in accordance with ASTM D 0423 & D 0424.

Partic le Size Analysis

The particle size distributions of the cohesive samples were performed by means of the

hydrometer tests. The sample was mixed with water and stirred for about 15 minutes. A

dispersing agent was added to prevent flocculation of the soil particles. After mixing, the density

of the water-soil slurry was measured at fixed time intervals with a hydrometer. The particle size

distribution of the sedimented particles was determined. For particle size coarser than 0.06 mm,

the samples were dried and sieved through a set of standard sieves for the gradings.

DESCRIPTION OF LABORATORYTESTING PROCEDURES

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate B1



Moisture Content

The wet sample was dried for 24 hours at a temperature of 105C. The weight of the moisture

of the soil was taken from the loss in weight of the sample due to drying and was presented as

percentage of the dry weight of the soil. This test was performed in accordance with ASTM D

2216.

Unit Weights

The unit weights were computed from the wet and dry weights of a standard volume of soil (33.3

cm3). The dry weight was obtained after the wet standard volume of soil was dried for 24 hours

at a temperature of 105C.

Specific Gravity

The unit weight of the solid particles of the soil was determined by means of stoppered bottles

having a volume of 50 ml. The bottle was filled with distilled water and weighed to determine

the unit weight of the water. The bottle was partly filled with distilled water in which 10g of dry

crumbled soil was added, entrapped air was removed by subjecting the contents of the bottle to

a vacuum. The bottle was then completely filled up with distilled water and weighted. The unit

weight of the particles of the soil was computed with these data. The weights of bottle and

contents were determined at a temperature of the bottle and contents of 20C. The tests were

performed in accordance with ASTM D 0854.

SHEAR STRENGTH DETERMINATION OF COHESIVE SOIL

The undrained shear strength of cohesive soils were determined by:

1. Lab Vane

2. Torvane

3. Pocket Penetrometer

4. Unconsolidated Undrained Triaxial Test





Lab Vane

A calibrated 4-blade vane fastened to the bottom of a vertical rod was pushed into the soil at the

bottom of the sample tube with the blade fully embedded. A torque (machine controlled) was

applied to turn the vane via a calibrated spring. The undrained shear strength was derived from

a calibration charts with vane/spring curves as torque versus undrained shear strength.

Torvane

A flat surface was prepared on the cohesive sample. The metal disk with thin radial vanes of

the torvane was pressed carefully against the soil surface with the vanes fully embedded. The

knob attached to one end of the calibrated torsional spring was turned slowly at a constant rate

with finger pressure. The soil enclosed within the vanes were sheared from the sample at a

certain torsional moment. The indicator moved along the scale and stayed automatically at the

position corresponding to the maximum torsion of the spring which was calibrated to indicatedirectly shear strength of the soil (maximum capacity 20, 100 or 250 kN/m2, depending on the

adopter used – Soil Test CL 602, CL 600 or CL 604 respectively).

Pocket Penetrometer

The stylus was pushed with a steady pressure into the soil until a penetration of about one

stylus diameter was reached and the indicator ring along the scale moved and hold

automatically at the position corresponding to the maximum compression of the spring. Theundrained shear strength of the soil was taken as one-half the unconfined compressive strength

(maximum capacity of the penetrometer 250 kN/m2).

Unconsolidated Undrained Triaxial Test

The test specimen was prepared by trimming the sample and a rubber membrane was placed

around the specimen. A confining pressure was applied on the sample. The plunger was

lowered onto the sample and the set-up completed before axial loading was applied (confiningpressure was kept constant and drainage of pore water not allowed). The test was strain

controlled at a rate of 2 percent per minute. The height to diameter ratio was kept at 2 and the

test was carried out to failure in single-stage. The results of the test were presented as deviator

stress versus axial strain and the undrained shear strength taken as one-half of the ultimate

deviator stress.

DESCRIPTION OF LABORATORY

TESTING PROCEDURES




Shear Box Test – Cohesionless Sample

The specimen of disturbed soil was prepared on the base of the shear box apparatus. Soil particles

larger than 20% of thickness of the specimen to be tested were removed. The sample was

compacted to a density as close as possible to the undisturbed density. On completion of the setup,

the specimen was saturated. Then, apply the desired normal load for consolidation. After primary

consolidation is completed, the sample was subjected to vertical loading, i.e. the normal stress

applied on the sample and the sample was sheared along the predetermined failure plane at a

sufficiently speed shearing reference to the consolidation graft to permit drainage.

For second and third specimen, the process repeated but the normal stress was increased. The

normal stress was kept constant during each shearing stage. A total of three loading stages for

increasing pressure were conducted. The results of the test were presented as Mohr criterion of

shearing failure, defined as the angle of internal friction,, and the cohesion intercept, c’.

Consolidation Test (Oedometer)

The consolidation compressibility characteristics of the soil were determined by performing the

oedometer tests. The test was conducted in accordance with specifications given by T.W.

Lambe in “Soil Testing for Engineers” (John Wiley and Sons, New York, Sixth Printing; 1960).

The samples were prevented from swelling before the first load was applied on the samples and

the results of the tests were presented as void ratio v/s pressure (e-log p curves).





SOIL TYPES

Clay Sand Silt

Gravel Rock Organic matter

SOIL CONSISTENCY AND DENSITY

COHESIVE SOILS COHESIONLESS SOILS

CONSISTENCY ASTM UNDRAINED SHEAR

STRENGTH (kN/m²)DESCRIPTIVE TERM

ESTIMATED RELATIVE

DENSITY

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

Very Hard

0 – 12

12 – 25

25 – 50

50 – 100

100 – 200

200 – 400

> 400

Very Loose

Loose

Medium Dense

Dense

Very Dense

0 – 0.15

0.15 – 0.35

0.35 – 0.65

0.65 – 0.85

0.85 – 1.00

SOIL GRAIN SIZE

CLAY OR SILT

SAND GRAVELCOBBLES

FINE MEDIUM COARSE FINE COARSE

SOIL COLOUR

SOIL STRUCTURE

Traces Particles are present but estimated to be less than 5%.

Few 5% to 10% of particles present.

Little 15% to 25% of particles present.

Some 30% to 45% of particles present.

Slickensided Having planes of weakness that appear slick and glossy.

Fissured Containing shrinkage or relief crack, often filled with fine sand or silt; usually more or less vertical.

Pocket Inclusion of material of different texture that is smaller than the diameter of the sample.

Parting Inclusion less than 3mm thick extending through the sample.

Seam Inclusion 3mm to 75mm thick extending through the sample.

Layer Inclusion greater than 75mm thick extending through the sample.

Laminated Soil sample composed of alternating parting of seams of different soil type.

Interlayed Soil sample composed of alternating layer of different soil type.

Intermixed Soil sample composed of pockets of different soil type and layered or laminated structure is not evident.

Calcareous Composed of 12% to 50% material which is soluble in dilute hydrochloric acid.

TERMS AND CLASSIFICATIONS USED FOR

SAMPLE DESCRIPTION


US STANDARD SIEVE

200 40 10 4 ¾” 3”

0.075 0.425 2.00 4.75 19 75

SOIL GRAIN SIZE IN MILIMETERS



GUIDE FOR IDENTIFICATION OF SOIL TYPE FROMPIEZOCONE DATA (After Robertson et al, 1986)

Plate B6

Zone : Soil Behavior Type:

1. Sensitive fine grained 5. Clayey silt to silty clay 9. Sand2. Organic material 6. Sandy silt to clayey silt 10. Gravelly sand to sand3. Clay 7. Silty sand to sandy silt 11. Very stiff fine grained *4. Silty clay to clay 8. Sand to silty sand 12. Sand to clayey sand *

* Overconsolidated or cemented

0 1 2 3 4 5 6 7 80.1

1

10

100

-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.40.1

1

10

100




APPENDIX C



MV PTSC SURVEYOR

MARINE DRILLING RIG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate C1



AG-30 DRILLING RIG

MARINE DRILLING RIG

PGS/SI/2013/CLJOC/06/SV-6X/FR Plate C2



FROM TO

16-04-13 2300 2400

17/04/13 0000 1315

1315 1700 Self deploy 4 -point mooring to ensure the weather was good for anchoring.

DATETIME

ACTIVITIES

Vessel sail out to location from Ha Loc Port at 2300hrs.

Deployed all anchor and positioning borehole BH SV-6X at 1600hrs

Continued sailing to location, Block 15-1. At 1315hrs arrived at location.

final report rev. 1.0 bh sv-6x (platform)

Documents