-
PORTCOAST CONSULTANT CORPORATION
Address: 92 Nam Ky Khoi Nghia St., District 1, Ho Chi Minh City,
Vietnam Tel: (84 - 8) 8211486, 9143785; Fax: (84 - 8) 8216274
Website: http://www.portcoast.com; http://www.portcoast.com.vn
E-mail: portdpt@ hcm.vnn.vn; admin@ portcoast.com.vn
PREPARED BY:
TTHHEE IINNTTEEGGRRAATTEEDD SSTTEEEELL MMIILLLL AANNDD SSOONN
DDUUOONNGG PPOORRTT FFOORRMMOOSSAA HHAA TTIINNHH
(FV1FAA01)
FFEEAASSIIBBIILLIITTYY SSTTUUDDYY
GGEEOOTTEECCHHNNIICCAALL IINNVVEESSTTIIGGAATTIIOONN
RREEPPOORRTT
FFOORR OOFFFFSSHHOORREE AARREEAA REV. 1
(FV1FAA01.TC3.H0.E0.DC)
CLIENT: FORMOSA HATINH STEEL CORPORATION
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FORMOSA HA TINH STEEL CORPORATION SOIL INVESTIGATION REPORT THE
INTEGRATED STEEL MILL AND SON DUONG PORT FORMOSA HA TINH OFFSHORE
AREA
I
CNG TY C PHN T VN THIT K CNG K THUT BIN (PORTCOAST CONSULTANT
CORPORATION)
THE INTEGRATED STEEL MILL AND SON DUONG PORT FORMOSA HA TINH
HA TINH, VIET NAM (FV1FAA01)
FEASIBILITY STUDY FFIINNAALL RREEPPOORRTT
GEOTECHNICAL INVESTIGATION REPORT FOR OFFSHORE AREA
VVOOLLUUMMEE 11//11
(FV1FAA01.TC3.H0.E0.DC.REV.1)
HO CHI MINH CITY SEPTEMBER, 2009
CLIENT:
FORMOSA HATINH STEEL CORPORATION
PREPARED BY:
PORTCOAST CONSULTANT CORPORATION
-
FORMOSA HA TINH STEEL CORPORATION SOIL INVESTIGATION REPORT THE
INTEGRATED STEEL MILL AND SON DUONG PORT FORMOSA HA TINH OFFSHORE
AREA
II
CNG TY C PHN T VN THIT K CNG K THUT BIN (PORTCOAST CONSULTANT
CORPORATION)
THE INTEGRATED STEEL MILL AND SON DUONG PORT FORMOSA HA TINH
HA TINH, VIET NAM
FEASIBILITY STUDY FFIINNAALL RREEPPOORRTT
GEOTECHNICAL INVESTIGATION REPORT FOR OFFSHORE AREA
1 26-09-2009 Geotechnical Investigation
Report
Rev. Issued Pages Document Prepared by Quality Management
Soil Engineering
Manager
General Project
Manager
PREPARED BY : ENG. NGUYEN DUY QUANG MSc. NGUYEN HONG SON QUALITY
MANAGEMENT : ME. TRAN QUANG HO Dr. TRAN TAN VAN SOIL ENGINEERING
MANAGER : ME. NGUYEN HUU UY VU GENERAL PROJECT MANAGER : Dr. TRUONG
NGOC TUONG
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GENERAL CONTENTS
Project: TTHHEE IINNTTEEGGRRAATTEEDD SSTTEEEELL MMIILLLL
&& SSOONN DDUUOONNGG PPOORRTT FFOORRMMOOSSAA HHAA
TTIINNHH
OOFFFFSSHHOORREE AARREEAA
REPORT AND TESTING RESULTS Number of sheets
PART I: REPORT ............
............................................................................21
ATTACHMENT A: QUANTITY OF SITE INVESTIGATION
.........................01 ATTACHMENT B: GEOTACHNICAL
CHARACTERISTICS OF SOIL
LAYER ............................
..............................................................................05
PART II: APPENDICES IN-SITU & LABORATORY TESTING RESULTS
APPENDIX 1 : LAYOUT OF SOIL INVESTIGATION
POINTS........................................... 1
APPENDIX 2 : SOIL PROFILES
.........................................................................................
9
APPENDIX 3 : BORING LOGS
.........................................................................................
76
APPENDIX 4 : PHOTOGRAPHS OF CORE BOX
............................................................ 55
APPENDIX 5 : SUMMARY OF SOIL LABORATORY TESTING RESULTS
................... 26
APPENDIX 6 : SOIL MECHANICAL LAB TEST RESULTS
................................................
APPENDIX 6.1 : OEDOMETER TEST
RESULTS.................................................. 44
APPENDIX 6.2 : DIRECT SHEAR TEST
RESULTS............................................. 10
APPENDIX 6.3 : UC TEST RESULTS
.....................................................................
5
APPENDIX 6.4 : CU LAB TEST
RESULTS...........................................................
47 APPENDIX 6.5 : UU TEST RESULTS
.....................................................................
4
APPENDIX 7 : SUMMARY OF ROCK LABORATORY TESTING RESULTS
................... 2
APPENDIX 7.1 : UC TEST FOR ROCK RESULTS
............................................... 18 APPENDIX 7.2 :
DS TEST FOR ROCK RESULTS
............................................... 40
APPENDIX 7.3 : UU TEST FOR ROCK RESULTS
................................................. 8 APPENDIX 7.4 :
SLAKE DURABILITY INDEX TEST RESULTS...........................
1
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SSOOIILL IINNVVEESSTTIIGGAATTIIOONN RREEPPOORRTT
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
HA TINH
-
FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 1
RREEPPOORRTT OOFF CCOONNTTEENNTTSS 1. PURPOSES AND BASES FOR
SITE INVESTIGATION WORK..........................3
1.1. Purposes
...............................................................................................................3
1.2. Bases
....................................................................................................................3
2. QUANTITY OF INVESTIGATION WORK
............................................................4 2.1.
In-situ Works
.......................................................................................................4
2.2. Laboratory testing
................................................................................................4
3. EQUIPMENTS AND TESTING METHODS
...........................................................4 3.1.
In-situ testing
.......................................................................................................4
3.1.1. Drilling and sampling of Soil
.......................................................................4
3.1.2. Standard Penetration Test (SPT)
..................................................................5
3.2. Laboratory testing
................................................................................................5
3.2.1. Soil laboratory
testing...................................................................................5
3.2.2. Rock laboratory
testing.................................................................................8
3.3. Data processing and statistical
analysis.............................................................10
3.3.1. In-situ testing
..............................................................................................10
3.3.2. Soil laboratory
testing.................................................................................11
3.3.3. Rock laboratory
testing...............................................................................12
4. SUMMARY ON GEOTECHNICAL CONDITIONS
.............................................16 4.1. Elevation
reference and bathymetric
data..........................................................16
4.2. Geotechnical
profile...........................................................................................16
5. GEOTECHNICAL CHARACTERISTICS OF SOIL/ROCK LAYERS
.................20 Attachment A Quantity of Soil Geotechical works
Attachment B Geotechnical characteristics of soil layers
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 2
LLIISSTT OOFF TTAABBLLEESS Table 5-1: Summary of physical,
mechanical properties for soil layers ......................20
Table 5-2: Summary of physical, mechanical properties for rock
layers.....................21 Table 5-3: Summary of mechanical
properties for rock layers based on Hoek Brown, and Mohr Coulomb
Criterions (dried
condition).......................................................21
Table 5-4: Summary of mechanical properties for rock layers based
on Hoek Brown, and Mohr Coulomb Criterions (saturated condition).
...............................................21
LLIISSTT OOFF FFIIGGUURREESS Figure 3.1: Particle-size test:
using sieves
......................................................................5
Figure 3.2: Particle-size test: using hydrometer
.............................................................5
Figure 3.3: Liquid limits testing by Casagrande
method................................................6 Figure 3.4:
The direct shear machine
.............................................................................7
Figure 3.5: The oedometer equipment with the data acquisition
system to record ........7 Figure 3.6: The triaxial compression
test equipment with the data acquisition system to record and
accessories
................................................................................................8
Figure 3.7: The Unconfined compressive test for intact rock
equipment with the data acquisition system to record and
accessories..................................................................9
Figure 4.1: Geological
Map..........................................................................................18
Figure 4.2: Distribution of rock
formations..................................................................19
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 3
SSOOIILL IINNVVEESSTTIIGGAATTIIOONN RREEPPOORRTT
OOFFFFSSHHOORREE AARREEAA PROJECT: THE INTEGRATED STEEL MILL AND
SON DUONG PORT FORMOSA HA TINH CLIENT: FORMOSA HA TINH STEEL
CORPORATION LOCATION: HA TINH, VIETNAM
1. PURPOSES AND BASES FOR SITE INVESTIGATION WORK 1.1.
Purposes
Site investigation work of The integrated Steel Mill and Son
Duong port Formosa Ha Tinh Project is aimed at giving enough soil
parameter data for the foundation design.
1.2. Bases The basis for site investigation work consists of: -
Based on the contract no. FV1FAA01 between FORMOSA Ha Tinh
Steel
Corporation and PORTCOAST Consultant Corporation for the
Geotechnical Investigation in Port and Land areas.
- Based on ASTM standards.
Specification for field tests:. Test method for penetration test
and Split-Barrel Sampling of Soils ASTM D 1586. Thin Walled tube
sampling of soils for Geotechnical purposes ASTM D 1587.
Specification for Soil and Rock laboratory tests: Standard
Practice for Classification of Soils for Engineering
Purposes ASTM D 2487-06
Standard Practice for Description and Identification of soils
ASTM D 2488-00 Standard Practice for Dry Preparation of Soil
Samples for
Particle-Size Analysis and Determination of Soil Constants ASTM
D 421-85
Standard Practice for Particle-Size Analysis of Soils ASTM D
422-02 Standard Test Method for Liquid Limit, Plastic Limit,
and
Plasticity Index of Soils ASTM D 4318-05
Standard Test Method for Specific Gravity of Soil Solids by
Water Pycnometer ASTM D 854-02
Standard Test Method for Laboratory Determination of Water
Content of Soil and Rock by Mass ASTM D 2216-05
Standard Test Method for One-Dimensional Consolidation
Properties of Soils
ASTM D 2435
Standard Test Method for Direct Shear Test of Soils Under
Consolidated Drained Conditions ASTM D 3080-04
Standard Test Method for Unconfined Compressive Strength of
Cohesive Soils ASTM D 2166-06
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 4
Standard Test Method for Consolidated Undrained Triaxial
Compression Test for Cohesive Soils ASTM D 4767-95
Suggested Methods for Determine Basic Physical Properties of
Rock ISRM No.2, 1972
Suggested Method for Determine Shear Strength of Rock ISRM No.1,
1974 Standard Test Method for Unconfined Compressive Strength
of
Intact Rock Core Specimens ASTM D 2938-95
Standard Test Method for Unconsolidated Undrained Triaxial
Compression Test for Rock ISRM
Standard Test Method for Slake durability Index Test ASTM D
4644
2. QUANTITY OF INVESTIGATION WORK 2.1. In-situ Works
In-situ works were carried out by PORTCOAST including drilling,
taking samples and SPT: Drilling and taking samples at 42 locations
for offshore (boreholes A1-A10, A15-
A16, AA7, B1- B5, B7, B10-B16, BB3-BB4, BB6, BB8-BB9, C2, C4-C5,
CC1-1, CC3-CC4, D1-D5), 8 locations for onshore (boreholes L1-L7,
LL8).
2.2. Laboratory testing Soil laboratory testing consists of:
soil classification tests, determination of strength
characteristics, determination of compression characteristics,
indirect parameters from calculation. The quantity of in-situ
works, soil and rock laboratory testing are shown in Quantity of
Geotechnical works table.
3. EQUIPMENTS AND TESTING METHODS 3.1. In-situ testing
3.1.1. Drilling and sampling of Soil Based on the stratum and
requirement, drilling method was chosen as rotary with washing by
water or bentonite grout. Drilling equipments: Equipments used for
both boring and SPT as following: - Drilling machine Wireline KH2 -
120 - Jack - up - Drilling rods - SPT tools - Thin-walled tube for
undisturbed samples - Casing
-
FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 5
- Bentonite solution Sampling: Undisturbed sample: After
drilling the borehole to require sample depth, the borehole is
clean (by circulating - washing solution). Lowering the thin-walled
tube of 76mm OD and 60cm length by hammer drop or hydraulic push
about 50cm length. Pulling up the sample, then washing the tube,
sealing by wax, labeling the sample with number and depth transport
to the laboratory everyday. Samples were kept in the shade and
avoid from shock. Taking, packaging samples were carried out in
accordance with ASTM-D 1587 and transported to laboratory in
short-term for maintenance and test.
3.1.2. Standard Penetration Test (SPT) Standard Penetration
Testing (SPT) was carried out in accordance with ASTM D 1586-84
with the interval 2m/test after taking UD. The SPT sample was taken
by using rope for dropping the hammer with the weight of 63,5kg
(140 lbs), and drop height of 76cm to penetrate into soil 45cm.
Test divided into 3 increments, then counting the blow count for
each increment; the total of last 2 increments is the N-value shown
in the boring log of this report. Samples in the sampler were used
for soil description and maintained in plastic bag with label of
sample number, depth. Results of SPT are shown in the boring logs -
Appendix 03.
3.2. Laboratory testing
3.2.1. Soil laboratory testing 3.2.1.1. Grained size
This test is performed in two stages: sieve analysis for
coarse-grained soils (>0.075mm) and hydrometer analysis for
fine-grained soils (< 0.075mm).
Results are reported on a combined grain size distribution plot
as the percentage of sample smaller than, by weight, versus the log
of the particle diameter. The curve provides the parameters about
effective diameter (D60 & D10) and coefficient of uniformity
(Cu). Tests were performed in accordance with ASTM C136 &
D422.
Figure 3.1: Particle-size test: using sieves Figure 3.2:
Particle-size test: using hydrometer
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 6
3.2.1.2. Moisture content The moisture content, W, is defined as
the ratio of the weight of water in a sample to the weight of
solids. The wet sample is weighed, and then over-dried to a
constant weight at a temperature of about 110oC. The weight after
drying is the weight of solids. The moisture content is valuable in
determining the properties of soils and can be correlated with
other parameters. Tests were performed in accordance with ASTM D
2216.
3.2.1.3. Atterberg Limit The liquid limit (LL), plastic limit
(PL) is all Atterberg Limits. The liquid limit (LL) is the moisture
content of a soil at the boundary between the liquid and plastic
states. The plastic limit (PL) is the moisture content at the
boundary between the plastic and semi-solid states. These values
are useful in soil classification and have been correlated with
other parameters. Tests were performed in accordance with ASTM D
4318.
3.2.1.4. Specific gravity of soil
The specific gravity of soil, s, is defined as the ratio of the
mass soil particles to the mass of an equal volume of water at a
stated temperature. The specific gravity is determined by means of
calibrated pycnometer, by which the mass and temperature of
de-aired soil water sample is measured. Tests were performed in
accordance with ASTM D 854.
3.2.1.5. Direct shear test The direct shear test evaluates both
cohesion c and angle of internal friction and internal friction
angle. These parameters are used to evaluate a soils shear
strength. Cohesionless soils are always tested in
consolidated-drained condition (CD) and performed in accordance
with ASTM D 3080. The tests were done by Chinese machnine. For
cohesive and cohessionless soils, the first applied normal stress
is 0.125, 0.25, 0.5 kG/cm2 for samples with depth less than 10, 20,
and 30m, respectively.
Figure 3.3: Liquid limits testing by Casagrande method
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 7
3.2.1.6. Oedometer test To carry out this test on the Humboldt
system (USA) consists of dead-weight consolidation. The data were
automatically recorded based on the data acquisition system. Tests
were performed in accordance with ASTM 2435. Tests determined the
compressibility of soil. In this test, a specimen is placed in an
oedometer between two porous stones, which permit drainage. For
soft soil, first applied pressure was at 0.125kG/cm2, and then
increased twice up to 4 kG/cm2. For medium to stiff clay, first
applied pressure was 0.25 kG/cm2. For each load increment, start
taking time and deflection reading at the total elapsed time of
0.1, 0.25, 0.5, 1, 2, 4, 8, 15, 30, 60, 120, 180, 360, 720 and 1440
minutes.
Figure 3.4: The direct shear machine
Figure 3.5: The oedometer equipment with the data acquisition
system to record
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
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CORPORATION) 8
The data from a consolidation test is usually presented on an
e-log p curve. The parameters necessary for settlement calculation
can be derived form these curves: compression index (Cc),
recompression index (Cr), preconsolidation pressure (Pc) and
initial void ratio (eo). A separate plot is prepared of change in
sample height versus square time for each load increment to
determine the coefficient of consolidation (Cv) and coefficient of
secondary compression (C). These parameters are used to predict the
rate of primary settlement and amount of secondary compression.
3.2.1.7. Unconfined compression test The unconfined compression
test is used to measure the unconfined compressive strength of
cohesive soils. Tests were done by Humboldt (USA) and performed in
according with ASTM 2166-85. Loading data and test parameters are
recorded with a computer based data acquisition system.
3.2.1.8. Triaxial Compression test The tests were done by
LoadTrac-II/FlowTrac-II system of Geocomp (USA). This system
combined with the computer via network card control the pressure of
cell and sample, and then the test can be controlled automatically
from start to finish. Triaxial Compression Test: for a cohesive
soil can appear positive pore water pressure when executing of work
or oscillate under ground water, test consolidated undrained type
(CU). The sample is consolidated with drain lines open until no
further drainage occurs (it has consolidated). The drain lines are
then closed, and the sample is tested to failure (undrained). This
type is executed to determine the undrained and effective strength
parameters of soil after consolidated.
3.2.2. Rock laboratory testing
3.2.2.1. Determination of basic physical properties The basic
physical properties of rock namely; water content, density, grain
specific gravity, and porosity. This method was suggested by ISRM
Committee on Laboratory Tests, document No.2 (1972) Determination
of basic physical properties of rock
Figure 3.6: The triaxial compression test equipment with the
data acquisition system to record and accessories
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
CORPORATION) 9
3.2.2.2. Determination water content of Rock specimens The
procedure of this test theoretically the same with moisture content
of soil test. The water content, W, is defined as the ratio of the
weight of water in a sample to the weight of dry sample. The wet
sample is weighed, and then over-dried to a constant weight at a
temperature of about 105oC 3oC. The weight after drying is the
weight of dry sample. The water content is valuable in determining
the properties of rock and can be correlated with other parameters.
Tests also were performed in accordance with ASTM D 2216.
3.2.2.3. Determination density and porosity of Rock specimens
This test is intended to measure effective porosity and density of
rock samples in the form of specimens of regular geometry. The
representative sample was selected and weighed, then saturated it.
Its saturated submerged weigh was measured. Allow the samples were
removed from the immersion bath, and weighed saturated sample with
dry surface.
3.2.2.4. Unconfined compressive Strength test for intact Rock
core The unconfined compressive strength test for intact rock core
sample is intended to determine the unconfined compressive strength
(qu), and deformation modulus (Es50) of a rock sample in form of
specimens of cylindrical shapes. Tests were done by Electro
Hydraulic Compression Testing Machine, TYA-2000 (Peoples Republic
of China), the load and displacement were measured by loadcell, and
position transducer (Honeywell), the testing system are shown in
Fig 3.12. Some rock samples of this test were done by LoadTrac-II
system of Geocomp (USA). This test performed in according with ASTM
D 2938-95. Loading data and test parameters are recorded with a
computer based data acquisition system.
Figure 3.7: The Unconfined compressive test for intact rock
equipment with the data acquisition system to record and
accessories
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
& SON DUONG PORT FORMOSA HA TINH
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3.2.2.5. Direct shear test for intact Rock
The direct shear test for intact rock core sample by compression
in bevelled dies was applied to determine the peak and residual
shear strength, and these friction angles of intact core rock. The
direct shear stress is a function of normal stress on the shear
plane in this type of test. Tests were done by Hydraulic
Compression Machine, with a set of dies bevelled at 30o, 45o, and
60o. The rock test specimen was inserted to bevelled dies, and then
pair of dies was placed between two press platens of compression
machine on required shear plane. Apply load continuously, load and
vertical displacement was record by computer. The loading rate
about 0.5 MPa/s was applied. When the maximum load is reached the
test should be further carried out till the load become
constant.
3.2.2.6. UU test for Rock core
The rock core specimens were tested in an undrained state under
triaxial compression loading (UU test) in order to obtain the shear
strength at various lateral pressures, angle of shearing
resistance, cohesion intercept, and deformation moduli of the
intact rock. Test specimens shall be right circular cylinders
having a height to a diameter ratio of 2.0-2.5 (preferably closer
to 2.5. The triaxial cell developed by Hock and Franklin is used in
this test in which cell pressure is provided from a hydraulic pump
connect to an oil inlet in the cell wall to be able to support a
confining stress up to 70 MPa.). The tests were performed in
accordance with ISRM.
3.2.2.7. Slake durability Index Test
This test method covers the determination of the slake
durability index of a shale or other similar rock after two drying
and wetting cycles with abrasion. The slake durability index is the
percentage by dry mass retained of a collection of shale pieces on
a 2.00 mm (No. 10) sieve. The test was performed in accordance with
ASTM 4644
3.3. Data processing and statistical analysis Based on results
of laboratory and in-situ tests were done to give the
characteristics values of soil layers.
3.3.1. In-situ testing 3.3.1.1. Standard Penetration Test
(SPT)
Results of SPT in field are shown in Appendix 03. The correction
factors for all SPT values are shown below. For cohesive soil, the
correction N-value is called N60 and consists of the correction for
the driving technique corresponding to 60% rod energy. The
correction of N-value shall be 0.75 due to the driving by using
rope to drop the hammer. For cohesionless soil, the correction
N-value (N60) is same as that for cohesion soil. However, gravel
particles larger than the SPT sampler (35 mm I.D.) interfere
with
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
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driving, giving artificially high N value; so, Skempton (1986)
reviewed the information and proposed a method for correction
related to an overburden pressure. The formula is as followed:
N = CN N60 Where,
'0v
N100C =
3.3.2. Soil laboratory testing
3.3.2.1. Laboratory testing To determine the designed values for
each layer, physical parameters are analysed and summarized by
calculating the variation coefficient v of parameters (W, s, LL,
PL...). Standard values of soil parameter in layers are calculated
as the average value by using least square method. Cohesion c and
internal friction angle from direct shear test are also analysed by
calculating variation coefficient. Standard values of soil
parameter in layers are calculated as the average value by using
least square method. Testing results are shown summary in Appendix
05& 06.2.
3.3.2.2. Unconfined compression test for cohesive soil The
unconfined compression strength qu is the maximum load at failure.
Testing results are presented on - (stress-strain) curve. The
strength for cohesive soil equal to haft the unconfined
compression: Su = qu/2 Testing results are shown in Appendix
06.3.
3.3.2.3. Triaxial compression tests In CU tests, the strength
effective parameters (c; ) are determined. The coefficient of
consolidation Cv can be determined from t100 value in the
consolidated stage of CU test as following:
100
2
tDCV
= Where: D: specimen diameter (m)
: 80 for drainage from radial boundary and one end t100: time at
100% of consolidation
Note: the consolidation parameters and permeability from the
results of triaxial compression test are reference value because
these parameters are affected by the porous stone and the filter
paper. The values of t100 determine mainly the shear rate of
samples and are calculated as following: tf = 1.59t100. Results of
triaxial test (CU) are shown in Appendix 06.4.
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FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL
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3.3.3. Rock laboratory testing 3.3.3.1. The basic physical
properties of rock
The basic physical properties of rock were calculated relied
upon some parameter as weighed, volume, and density of water. The
water content was calculated by ratio of weight of water contained
in pores to weight of dry sample. The density and porosity of rock
was determined by saturation and buoyancy techniques. These
parameters were calculated follow:
Density VbWg= (g/cm3)
Saturated density Vb
Wsatsat = (g/cm3)
Porosity %100=VbVpn
Bulk volume of sample w
subsatb
WWV
)( = (cm3)
Pore volume (effective) w
gsatp
WWV
)( = (cm3), Where: Wsat: Saturated-surface-dry weight of the
sample (g) Wg: Weight of sample before saturated (g) Wsub: Weight
of saturated submerged sample (g) w: Density of water (g/cm3)
Standard values of basic physical parameter of rock are calculated
as the average value by using least square method.
3.3.3.2. Unconfined compression test for rock core The
procedures rock strength are theoretically the same with unconfined
compression test for cohesive soil. The testing results are
presented on the stress-strain curve, the unconfined compressive
strength (qu) is the maximum of uniaxial stress, and the
deformation modulus (Es50) is determined by ratio of 50% of
unconfined compressive strength to strain at this point. Results of
Unconfined compression test are shown in Appendix 07.1. The
classification of rock on the basis of unconfined compressive
strength shall be determined after Bjeniawski (1989) as
follows:
Rock group Unconfined compressive strength (MPa) Very weak rock
1 Weak rock 1 5 Moderate weak rock 5 25 Moderate strong rock 25
50
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Strong rock 50 100 Very strong rock 100 250 Extremely rock
250
3.3.3.3. Direct shear test for intact rock core The shear
strength of intact rock was defined as the ratio of shear force to
shear area. The shear strength is calculated follow:
Calculation of shear area A as: 4
2dA = , where d: diameter of the specimen h: height of the
specimen Calculation of forces:
Shear force cosFP = Normal force sinFN =
Where; F: the vertically applied load at any instant : The angle
between the shear plane and vertical direction Calculation of shear
displacement: Shear displacement = d cos; where d: the displacement
at this instant Correction of shear area A:
222
'2'
4ddddA =
Calculation of stress:
Normal stress '
sinA
F =
Shear stress '
cosA
F = The cohesion (c) and angles of internal friction () of peak
and residual strength are determined by normal-shear stress curve.
The results of direct shear test for rock core are shown in
Appendix 7.2.
3.3.3.4. UU test for rock core
From results of UU test, strength parameter of the intact rock
is calculated as follow steps: Calculate the cross-sectional area A
of the specimen by using
4
2dA = , where a is diameter of the specimen Calculate the axial
stress 1 by using
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AP=1 , where P is applied axial load
Construct a stress difference (the difference between maximum
axial stress, 1max and the confining stress 3 ) versus axial strain
curve. The strength envelop is obtain by fitting a mean curve to
points that created by plotting between confining pressure and the
corresponding axial stress at failure of the specimens. The
straight line should be plotted to only the most relevant part of
the curve, and then its gradient, m and its intercept, b are
characterized.
The parameter m and b are used to calculate the internal
friction angle, and a value for the apparent cohesion, c as
following formulae.
cos2sin1
11arcsin
=+=
bc
mm
Shear strength, max at confining pressure 3 and failure axial
stress 1 max is given by,
23max1
max =
From the stress-strain curve, the deformation moduli can be
calculated as follow Tangent modulus at zero load (Et)0% equivalent
to gradient of tangent to stress strain curve at zero stress.
Tangent modulus at 50 ultimate load (Et)5% equivalent to gradient
of tangent to stress strain curve at 50 % load Secant modulus at
50% ultimate load (Es)50% equivalent to gradient of the line
joining zero load point and the 50% ultimate load point on
stress-strain curve. The results of UU test for rock core are shown
in Appendix 7.3.
3.3.3.5. Slake durability Index test
Calculate the slake durability index (second cycle), as follows:
Id(2)= (WF-C)/(B-C)x100
Where: Id(2) is slake durability index (second cycle), B is mass
of drum plus oven-dried sample before the first cycle, g, WF is
mass of drum plus oven-dried sample retained after the second
cycle, g, and C is mass of drum, g. The rock can be classified
based on slake durability index as follows:
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Rock group Slake durability index
Very low durability 0-25
Low durability 25-50
Medium durability 50-75
High durability 75-90
Very high durability 90-95
Extremely high durability 95-100
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4. SUMMARY ON GEOTECHNICAL CONDITIONS 4.1. Elevation reference
and bathymetric data
The co-ordinates system used in this report are in VN-2000
system with the elevation reference of Hon Dau system. The
difference between the CD and Hon Dau system is +1.30m. The seabed
elevation ranges from -4.5m to -12.0m along the breakwater: - On
the western side (at breakwater root), the seabed is ranging from
-4.5m (A10) to -11m (B4) with the length of about 980m. - The
remained length is slightly flat, ranged from -11.0m to -12.0m at
the head of breakwater. The seabed elevation of the channel ranges
from -11.0m (at the berth area) to -14.1m (at C2), then getting
deeper and reaches -24.8m (at the north of Son Duong island).
4.2. Geotechnical profile The layout of boreholes are
superimposed into the geologic map with the scale of 1/50,000, and
shown in the Appendix 1 and figure 4.1. Faults on land area of the
map are assumed to extend towards seashore area to clarify the
geotechnical profiles. Based on the results of soil investigation
and laboratory test, the geological conditions of the project area
are relatively complicated by the presence of recent marine
formations in details as follows:
Layer 1: Marine sand, fine to medium grained size, in yellowish
brown, loose to medium dense state.
Layer 2: Marine clay, very soft to soft, bluish grey, yellowish
grey. There are lenses of sandy clay or clayey siltt in this layer
(namely 2b) with not uniformly distribution.
Layer 3: Intermediate sand, fine to medium with gravel,
yellowish grey, medium dense state.
Layer 4: Intermediate clay, stiff, yellowish grey, reddish
brown. The above sediments are overlying the complicated complex of
rock with Age ranged from Ordovician - Silurian period (with marine
sediment rocks) to Triassic period (with volcanic igneous
rock).
The 3 mains rock formations in the area are as follows (arranged
in order of old to young age):
- Formation Song Ca (O3-S1 sc2)- Ordovician to Silurian Period,
consists of shale in blackish grey color with strip structure of
quartz. Its thickness is upto 700m. Above this layer is also shale
with the interbeded thin layers of clay and calcic.
This formation is located in the South of job site, and existed
mainly in the site area where there is Song Ca deep fault, still
active.
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- Formation Hoanh Son (T2a hs)- Triassic Period: intrusive rock
of granite, granoporphyry, found in boreholes along sea shore of
oil terminal area (borehole B13 to B16).
- Formation Dong Truc (J1-2 dt) Jurassic Period: consists of
igneous rock of dacite, rhyolite at the bottom and conglomerate at
the top. This formation is found near the Son Duong Island, head of
break water and along navigation channel. The upper cover of rock
formations are residual weathering following layers:
Layer 5 or 5b: Residual soil, weathered from shale, siltstone
into sandy clay with gravel (layer 5) or weathered from sandstone,
siltstone into clayey sand with gravel (layer 5b).
Layer L1: this is a weathered formation from volcanic rubble of
dacite/ rhyolite into coarse sand with gravel, whitish grey, very
dense. This formation is only located near the Son Duong island
area.
Rock formations:
Layer L2: volcanic rubble of dacite/ rhyolite. Layer G: granite,
granoporphyry. Layer 6a: Shale with strip of quartzite, dark grey,
high fractured. Layer 6b: Shale with strip of quartzite, dark grey,
whitish grey, highly
fractured. Layer 6c: Shale with strip of quartzite, sericite,
dark grey, whitish grey,
medium weather.
Based on the profile along the breakwater axis, provided in
Appendix 2, the breakwater can be divided into 3 main parts, from
its root to head: -Part I: from borehole A7 to the west end, about
1,400m long, with marine sand on the top and shale of weathered
degree reducing with depth at the bottom of profile. -Part II:
transition area (from A7 to A4) about 1,580m long with the rock
formations of sediment rock, and the fault clearly found passing
through borehole A6. -Part III: from borehole A3 to A1 (head of
breakwater) about 2,900m long with soft marine clay on top and
volcanic rubble at the bottom of profile. The following is
geological map 1:50,000 in the area (figure 4.1), and the
distribution of rock layers shown in figure 4.2.
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CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
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CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
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Figure 4.1: Geological Map
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CNG TY C PHN T VN THIT K CNG - K THUT BIN (PORTCOAST CONSULTANT
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Figure 4.2: Distribution of rock formations
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5. GEOTECHNICAL CHARACTERISTICS OF SOIL/ROCK LAYERS Summary of
soil laboratory testing results are displayed in Appendix 5 and
soil profiles are displayed in Appendix 02. Summary of Rock
laboratory testing results are displayed in Appendix 7. The summary
data for each layer are shown in the Appendix 5, plotted in graphs
shown in the Attachment B. The following table 5.1 is the summary
on soil properties proposed to use in the design.
Note: (*) z = 0 at the top of layer The elastic modulus for
sandy layers can be determined from SPT tests by using the
following relationship: E = 0.3 (NSPT + 6) The elastic moduli for
sandy layers are obtained as follows: -Layer 1: E = 4.4 MPa (SPT)
-Layer 3: E = 10.2 MPa (SPT) -Layer 5b: E = 17.0 MPa (SPT) -Layer
L1: E = 17.7 MPa (SPT) The following table is the summary on rock
laboratory test results
Table 5-1: Summary of physical, mechanical properties for soil
layersThickness
Layer (kN/m3) Su
(kPa) eoavg. Cc C Pc
(kG/cm2) ' Cv
(m2/yr) Max Min
1 20.3 0.583 29 o32 9.3 0.3
2 17.9 -4z+6.53 1.185 0.336 5.13E-03 'vo 21o 1.48 11 1.5
2b 19.6 42.0 0.761 0.030 2.00E-04 'vo 25o36 0.93 9.3 1.1 3 21.2
0.420 31o54 20.2 0.5
4 19.7 100.7 0.709 0.198 4.97E-03 'vo 25o20 2.07 11.5 0.5 5 20.7
339.8 0.602 39o 6.9 0.4
5b 21.1 0.482 41o08 10.2 1.8
L1 21.7 0.417 41o43 15.5 0.6
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Layer (kN/m3) QUC
(dry), Mpa
QUC (sat.), MPa
E50 (dry), MPa
E50 (sat.), MPa
c
(MPa)
6a 24.4 2.7 40.5 29o11 8.58
6b 24.7 12.0 2258 27o32 6.20
L2a 25.1 19.3 8.1 2560 1254 37o22 8.70
L2b 26.2 59.1 49.5 7378 4577 37o48 11.35
G 25.8 42.6 3115
The mechanical properties of rock layer are presented in table
5-3, and 5-4. These are determined using RocLab 1.0 which based on
Hoek Brown criterion ( 2002), and Morh Coulomb Criterion.
Layer QUC
(dry), MPa
GSI mi E
(dry), MPa
Global Strength
(dry) MPa
Tensile strength
(dry) Mpa
(dry)
C
(dry) (MPa)
L2a 19.3 10 20 439.32 1.53 -1E-03 23o39 0.5
L2b 59.1 10 20 768.77 4.68 -3E-03 23o39 1.53
Layer QUC
(sat), MPa
GSI mi E
(sat), MPa
Global Strength
(sat) MPa
Tensile strength
(sat) MPa
(sat)
C
(sat) (MPa)
6b 12.0 10 6 346.4 0.47 -2E-03 14o24 0.183
L2a 8.1 10 20 284.6 0.64 -4.58E-04 23o39 0.21
L2b 49.5 10 20 703.6 3.92 -3E-03 23o39 1.281
G 42.58 38 32 3270 10.22 -0.012 37o00 2.55
In design, if choosing the parameters from Hoek-Brown analysis,
then it is rather conservative, because of following reasons: -The
analysis is based on UC test of a few samples which are not sure of
representative of the layers. There is not any samples done for
layer 6a due to low RQD and TCR (total core recovery). With the
value of RQD less than 25% (soft rock), it was obtained 79% of rock
core in layer 6a, and 53% in layer 6b.
Table 5-2: Summary of physical, mechanical properties for rock
layers
Table 5-3: Summary of mechanical properties for rock layers
based on Hoek Brown, and Mohr Coulomb Criterions (dried
condition).
Table 5-4: Summary of mechanical properties for rock layers
based on Hoek Brown, and Mohr Coulomb Criterions (saturated
condition).
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-Schist formation with strips of quarzite sandstone strongly
crushed and folded lead to strength heterogeneity. Along the
cleavage surfaces (i.e. paralell to loading direction) it can be
very weak, but perpendicular to them it can be strong. The typical
dip angle of cleavage surfaces is unknown. -As a result, in
Hoek-Brown analysis, the Geological Strength Index (GSI) determined
from rock structure is unknown and effected to the results, then it
can not be used for deriving global and tensile strength. The plot
of compressive strength from laboratory rock test for layer 6b vs.
RQD imposed with Allowable Bearing Pressure, Qa (by Peck et al,
1974) using se-mi emperical method is shown in the figure 5.1.
Based on this curve (allowable bearing pressure by Peck), the
bearing pressure for layer 6a and 6b are 1.35 and 3.0 Mpa;
respectively. However, these values are still overestimated the Qa
value because it does not take into account the condition of joints
and presence of infilling material.
y = 1E-04x2 + 0.1485x + 3.766R2 = 0.5989
0.0
5.0
10.0
15.0
20.0
25.0
30.0
0 20 40 60 80 100RQD, %
Stre
ngth
, MP
a
Qa - Peck UU test UC test DS test
Fig. 5.1. Plot of compressive strength from lab test vs. RQD
with the correlation curve of
Qa (Peck et al, 1974)
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TT V tr khoan Ngy khoan Kt thc St Tng si Tng Tng SPT T Mng Hop
mau Ghi ch
no borehole start date end date0-50m
borehole (clay, sand)
(Grevel, boulders
and cobbles) borehole
Rock borehole amount
Standard Penetration
testinto soil
3" thin walled tube
sampling
Core Boxes (4m per
box)Note Index test (Soil)
Index test (Rock)
Triaxial CU test
Dierect shear test
(Soil)
Dierect shear test
(Rock)
Unconfined compressive
Test (Soil)
Unconfined compressive Test (Rock)
Oedometer Test (CON)
Triaxial Undrained Test(Soil)
Triaxial Undrained Test(rock)
durable slake test
(rock)
TT X(M) Y(M) SPT (
)
(
)CU
(
)(
)
() (
) (
)
1 A1 600997 1999996 26.9.08 27.9.08 13 6.8 4.70 24.50 13 1 2 7 1
1 1 1 12 A2 601051 1999503 4.1.09 6.1.09 18.5 0 19.54 38.04 13 1 4
10 2 23 A3 601102 1999006 18.10.08 23.10.08 12.2 11.55 4.47 28.22
15 0 3 6 1 1 14 A4 600985 1998566 29.05.09 02.06.09 12.4 8.6 19
40.00 13 1 5 10 1 1 1 15 A5 600867 1998128 26.05.09 28.05.09 11.1
5.4 23.5 40.00 10 1 6 10 1 1 16 A6 600750 1997690 24.05.09 26.05.09
24.1 0 15.9 40.00 16 1 5 15 1 17 A7 600632 1997252 2.11.08 7.11.08
7.6 5.2 15.2 28.00 9 0 4 7 1 18 AA7 600792 1996985 17.02.09
22.02.09 12 0 28 40.00 7 1 6 79 A8 600214 1997038 17.5.09 19.05.09
17.5 0 22.5 40.00 10 2 6 8 3 110 A9 599796 1996824 11.12.08
16.12.08 27.1 1.6 11.3 40.00 15 1 5 1111 A10 599378 1996611 20.9.08
23.9.08 23.4 0 16.6 40.00 16 1 5 10 2 1 1 1 112 A15 600801 2001890
17.1.09 21.1.09 14.9 0 25.1 40.00 10 1 6 8 1 1 113 A16 600905
2000896 11.1.09 14.1.09 16.9 3.5 14.63 35.03 15 1 2 13 1 1 1 1 114
B1 600726 1997911 25.10.08 31.10.08 8.6 12.7 28.7 50.00 15 0 8 6 1
115 B2 600628 1997544 19.12.08 27.12.08 18.6 0 31.4 50.00 12 2 7 9
2 1 2 116 B3 600297 1997170 19.05.09 23.05.09 13.7 0 36.3 50.00 9 1
9 7 2 1 1 1 117 BB3 600420 1996904 21.03.09 23.3.09 7.5 0 32.5
40.00 5 0 9 418 B4 599971 1997004 18.9.08 19.9.08 13.9 0 4.85 18.75
9 0 2 8 119 BB4 600070 1996723 23.02.09 04.03.09 7.2 0 43 50.20 5 0
10 520 B5 599646 1996838 10.05.09 14.05.09 16.3 0 33.7 50.00 10 2 9
10 1 1 121 BB6 599264 1996833 11.06.09 14.06.09 14 10.5 15.5 40.00
18 1 4 13 1 122 B7 599125 1997105 3.12.08 10.12.08 15.3 0 24.7
40.00 8 2 7 7 4 1 123 BB8 599036 1997279 08.06.09 11.06.09 17.25 0
22.75 40.00 11 1 6 11 2 1 1 1 1 124 BB9 598923 1997501 05.06.09
08.06.09 16.5 0 23.5 40.00 10 1 6 10 3 1 1 125 B10 598649 1998417
16.11.08 3.12.08 15 2.8 16.93 34.73 10 0 6 5 2 1 126 B11 598854
1998522 12.03.09 17.03.09 13 10 17 40.00 12 0 7 12 127 B12 599059
1998626 13.11.08 14.11.08 9.3 4.3 8.44 22.04 10 1 3 7 2 1 128 B13
598447 1999774 05.03.09 11.03.09 13.5 0 28.5 42.00 8 0 9 4 1 129
B14 597674 2001288 11.02.09 15.02.09 0.7 4.3 18.5 23.50 2 0 5 2 3 1
130 B15 598158 2001535 5.2.09 11.2.09 2.5 0 47.5 50.00 3 0 10 1 1
131 B16 597928 2002885 1.2.09 5.2.09 4 0 23.82 27.82 4 0 5 2 1 1
132 CC1-1 600166 2003661 15.06.09 15.06.09 15 0 0 15.00 10 0 0 833
C2 600029 2002997 14.9.08 16.9.08 13.1 0 2.2 15.30 10 0 1 8 134 CC3
599539 2001653 04.06.09 04.06.09 15 0 0 15.00 10 0 0 735 C4 600029
1999996 16.9.08 17.9.08 15 0 0 15.00 10 0 0 836 CC4 599710 2000103
03.06.09 04.06.09 17 0 0 17.00 11 1 0 8 137 C5 600029 1997816
17.9.08 18.9.08 18.75 0 0 18.75 10 0 0 7 138 D1 600800 1996562
27.03.09 04.04.09 8.5 1.1 30.4 40.00 9 0 8 5 1 1 139 D2 600965
1995894 05.04.09 10.04.09 5 0 35 40.00 4 0 9 2 2 140 D3 6001131
1995226 10.04.09 15.04.09 10 0 30 40.00 2 0 8 2 1 1 141 D4 601297
1994558 16.04.09 28.04.09 7.5 0 32.5 40.00 5 1 9 442 D5 600905
1994354 04.05.09 07.05.09 5.4 0.6 34 40.00 4 0 9 3 2 1
547.8 88.95 842.13 1478.88 408 25 225 307 46 8 8 10 3 18 9 1 6
71 L1 598495 1998338 21.12.08 30.12.08 16
2 L2 598705 1997927 16.12.08 20.12.08 21
3 L3 600495 1994137 30.04.09 09.05.09 11 1
4 L4 598809 1997724 27.5.09 31.05.09 14 2 1 1 1 1
5 L5 598597 1998115 01.06.09 04.06.09 9 2 1
6 L6 598396 1997940 06.06.09 07.06.09 5 3 1
7 L7 598259 1998207 08.06.09 11.06.09 11 1 1
8 LL8 599059 1996792 10.05.09 27.05.09 10 1 1 1
97 8 0 2 0 2 0 2 2 0 3
Total drilling depth 547.8 88.95 842.13 1478.88 408 25 225 404
54 8 10 10 5 18 11 3 6 10
coordinate
VN2000 System
BNG TNG HP KHI LNG KHOAN BIN 2
Ngy 26 thng 06 nm 2009
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AATTTTAACCHHMMEENNTT BB:: GGEEOOTTEECCHHNNIICCAALL
CCHHAARRAACCTTEERRIISSTTIICCSS OOFF SSOOIILL LLAAYYEERR
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
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nh km - Attachment : BHnh - Figure : 4.3
Figure - Hnh 4.3 Layer 2b: Soft to medium sandy silt to clayey
siltLayer 2b: Bi ct, bi st, trng thi do chy n do mm
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
LL (%)
P
I
(
%
)
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
0 20 40 60 80Su [kPa]
Z
,
m
UC TEST-TH NGHIM UC
SPT TEST-TH NGHIM SPT
0.23Sigma'
-
nh km - Attachment : BHnh - Figure : 4.4
Figure - Hnh 4.4 Layer 4: Intermediate clay, stiff, yellowish
grey, reddish brownLp 4: St trng thi do cng, xm vng, nu
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
LL (%)
P
I
(
%
)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
0 20 40 60 80 100 120 140 160 180Su [kPa]
Z
,
m
UU TEST-TH NGHIM UU
UC TEST-TH NGHIM UC
SPT-TEST-TH NGHIM SPT
Average-Trung bnh UC
0.23Sigma'
-
nh km - Attachment : BHnh - Figrue : 4.5
Figure - Hnh 4.5 Layer 5: Residual soil, weathered from shaleLp
5: t trm tch, phong ha t phin st
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
LL (%)
P
I
(
%
)
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
0 100 200 300 400 500 600Su [kPa]
Z
,
m
SPT-TEST-TH NGHIM SPT
0.23Sigma'
-
nh km - Attachment : BHnh - Figure : 4.6
Figure - Hnh 4.6
Layer 1: Marine sand, fine to medium grained size, in yellowish
brown, loose to medium dense stateLp 1: Ct trm tch bin, ht mn n
trung, mu nu vng, trng thi ri rc n cht va
0
10
20
30
40
50
60
70
80
90
100
0.0010.0100.1001.00010.000100.000
ng knh ht, mm - Grain-Size Diameter, mm
%
q
u
a
r
y
-
%
p
a
s
s
i
n
g
Layer-Lp 1
0
2
4
6
8
10
12
0 10 20 30 40 50 60 70 80
D
e
p
t
h
-
s
u
(
m
)
N_SPT-Layer-Lp 1
Phi-Layer-Lp 1
Average-Trung bnh-F
-
nh km - Attachment : BHnh - Figure : 4.3
Figure - Hnh 4.3 Layer 2b: Soft to medium sandy silt to clayey
siltLayer 2b: Bi ct, bi st, trng thi do chy n do mm
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
LL (%)
P
I
(
%
)
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
0 20 40 60 80Su [kPa]
Z
,
m
UC TEST-TH NGHIM UC
SPT TEST-TH NGHIM SPT
0.23Sigma'
-
AAPPPPEENNDDIIXX 11:: LLAAYYOOUUTT OOFF SSOOIILL
IINNVVEESSTTIIGGAATTIIOONN PPOOIINNTTSS
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
HA TINH
-
AAPPPPEENNDDIIXX 22:: SSOOIILL PPRROOFFIILLEESS
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
HA TINH
-
AAPPPPEENNDDIIXX 33:: BBOORRIINNGG LLOOGGSS
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
HA TINH
-
AAPPPPEENNDDIIXX 44:: PPHHOOTTOOGGRRAAPPHHSS OOFF
CCOORREE--BBOOXX
PROJECT: THE INTERGRATED STEEL MILL & SON DUONG PORT FORMOSA
HA TINH
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A01
Borehole offshore Page 1
No. Depth, m Photograph Description
1 20-23m
From 19 to 19.8: Silty sand with gravel, whitish grey, weathered
from Rhyolite. From 20.8 to 23: Rhyolite, bluish grey, highly to
moderately weathered, REC=95%, highly fractured.
2 23-24.5m
Rhyolite, whitish grey, highly to moderately weathered, REC=80%,
highly fractured
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A02
Borehole off shore Page 2
No. Depth, m
Photograph Description
1 18-23m
Rhyolite, white, whitish grey, yellowish brown, highly to
completely weathered. REC=85-100%.
2 23-28m
From 23 to 26: Rhyolite, grey, whitish grey, highly weathered,
REC=100%. RQD=20%. From 26 to 28: Rhyolite, bluish grey, whitish
grey, moderately to slightly weathered, RQD=30-40%, REC=95%.
3 28-33m
Rhyolite, bluish grey, whitish grey, slightly weathered,
RQD=60-70%, REC=95%,
4 33-38m
Rhyolite, whitish grey, bluish grey, RQD=10-20%, REC=100%,
highly fractured.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A03
Borehole off shore Page 3
No. Depth, m Photograph Description
1 19-23m
Gravel with coarse sand, whitish grey, grey, very dense
state.
2 23-27m
Rhyolite, whitish grey, highly to moderately weathered, REC=80%,
RQD=11-41%, FI>20
3 27-29m
Rhyolite, whitish grey, highly to moderately weathered, REC=80%,
RQD=0-11%, FI>20
4
5
6
7
8
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A04
Borehole off shore Page 4
No. Depth, m
Photograph Description
1 21-25m
Slate sandwiched siltstone, sandstone, grey, whitish grey,
highly to completely weathered, REC=70%, highly fractured, very
weak.
2 25-29m
Rhyolite, grey, whitish grey, highly to moderately weathered,
RQD=20-30%, REC=100%, weak to moderately strong.
3 29-33m
Rhyolite, grey, whitish grey, moderately weathered, RQD=20-30%,
REC=100%, weak to moderately strong.
4 33-37m
Rhyolite, grey, whitish grey, moderately to lightly weathered,
RQD=20-30%, REC=100%, weak to moderately strong.
5 37-40m
Rhyolite, grey, whitish grey, moderately to lightly weathered,
RQD=20-30%, REC=100%, weak to moderately strong.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A05
Borehole off shore Page 5
No. Depth, m
Photograph Description
1 16-20
Siltstone sandwiched slate, grey, whitish grey, highly
weathered, REC=20%, highly fractured, very weak.
2 20-24
Siltstone sandwiched slate, grey, whitish grey, highly to
moderately weathered, REC=40%, highly fractured, weak to moderately
strong,.
3 24-28
Siltstone sandwiched slate, grey, whitish grey, highly to
weathered, REC=40%, highly fractured, weak to moderately
strong,
4 28-32
From 28 to 30m: Siltstone interbeded with slate, whitish grey,
moderately weathered, REC=80%, moderately strong. From 30 to 32:
Siltstone interbeded with slate, whitish grey, highly to moderately
weathered, REC=40%, highly fractured, weak to moderately
strong.
5 32-36
Siltstone interbeded with slate, grey, whitish grey, highly to
moderately weathered, REC=30%, highly fractured, weak to moderately
strong.
6 36-40
From 36 to 37m: Siltstone interbeded with slate, grey, whitish
grey, moderately weathered, REC=30%, highly fractured, weak to
moderately strong. From 37 to 40m: Siltstone interbeded with slate,
whitish grey, bluish grey, slightly weathered. RQD=50-60%,
REC=100%.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A06
Borehole off shore Page 6
No. Depth, m Photograph Description
1 21-25m
Siltly sand with gravel,, white, grey, blackish grey, weathered
from volcanic tuff alternated with silty sandstone.
2 25-29m
Siltly sand with gravel,, white, grey, blackish grey, weathered
from volcanic tuff alternated with silty sandstone.
3 29-33m
Siltly sand with gravel,, white, grey, blackish grey, weathered
from volcanic tuff alternated with silty sandstone.
4 33-37m
Volcanic tuff alternated with silty sandstone, white, whitish
grey, blacklish grey, highly to completely weathered
5 37-40m
Volcanic tuff alternated with silty sandstone, white, whitish
grey, blacklish grey, highly to completely weathered
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A07 No. Depth, m
Photograph Description
1
13-17m
Shale, dark grey, bluish grey, highly weathered, highly
fractured, RQD=0%, REC=75%. FI>20
2 17-21m Shale, dark grey, bluish grey, highly weathered, highly
fractured, RQD=0%, REC=75%. FI>20
3 21-25m Shale, dark grey, bluish grey, highly weathered, highly
fractured, RQD=0%, REC=75%. FI>20
4 25-28m Shale, dark grey, bluish grey, highly weathered, highly
fractured, RQD=13-21%, REC=75%. FI=19
Borehole off shore Page 7
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE AA7
Borehole off shore Page 8
No. Depth, m Photograph Description
1 10-15
Sandstone alternated with volcanic tuff, yellow, yellowish grey,
highly to moderately weathered, RQD=20-30%, REC=80%, weak to very
weak.
2 15-20
Sandstone alternated with volcanic tuff, grey, yellow, yellowish
grey, whitish grey, highly to moderately weathered, RQD=10-30%,
REC=85%, weak.
3 15.3-30
Sandstone alternated with volcanic tuff, grey, yellow, yellowish
grey, whitish grey, highly to moderately weathered, RQD=10-30%,
REC=85%, weak.
4 30-35
Sandstone alternated with volcanic tuff, whitish grey, yellow,
reddish brown, highly to moderately weathered, RQD=30-40%, REC=95%,
weak to very weak.
5 35-40
Sandstone alternated with volcanic tuff, siltstone, reddish
brown, whitish grey, yellowish grey, moderately weathered,
RQD=50-70%, REC=100%.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A08 No. Depth,
mPhotograph Description
1 17-21
Sandstone alternated with volcanic tuff contain quartz, whitish
grey, yellowish grey, highly weathered, RQD=10-20%, REC=95%,
moderately to highly strong.
2 21-25
Sandstone alternated with volcanic tuff contain quartz, yellow,
yellowish grey, reddish brown, highly weathered, RQD=40-50%,
REC=95%, strong.
3 25-29
Sandstone alternated with volcanic tuff contain quartz, yellow,
yellowish grey, reddish brown, highly weathered, RQD=40-50%,
REC=95%, strong.
4 29-33
Sandstone alternated with volcanic tuff contain quartz, yellow,
yellowish grey, reddish brown, highly weathered, RQD=40-50%,
REC=95%, strong.
5 33-37
Sandstone alternated with volcanic tuff contain quartz, yellow,
yellowish grey, reddish brown, highly weathered, RQD=40-50%,
REC=95%, strong.
6 37-40
Sandstone alternated with volcanic tuff contain quartz, yellow,
yellowish grey, reddish brown, highly weathered, RQD=40-50%,
REC=95%, strong.
7
Borehole off shore Page 9
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A09
Borehole off shore Page 10
No. Depth, m
Photograph Description
1 16-21m
From 16-17m: Quartzite, white, REC=60%, moderately fractured.
From 17 to 21: Slate interbeded by siltstone, grey, blackish grey,
REC=10%, highly fractured, very weak
2 21-26m
From 21 to 21.7: Slate interbeded by siltstone, grey, blackish
grey, REC=5%. From 21.7 to 23: Slate contains quartz, white,
blackish grey, yellow, reddish brown, highly weathered, REC=95%,
highly fractured. From 23.4 to 26: Slate contains quartz, whitish
grey, blackish grey, completely weathered, REC=30%, highly
fractured.
3 26-31m
From 26 to 30.2: Slate contains quartz, grey, blackish grey,
highly to completely weathered. REC=30%, highly fractured. From
30.2 to 31: Siltstone, sandstone alternated with volcanic tuff,
white, yellow, reddish brown, completely weathered, REC=5%.
4 31-36m
From 31 to 36m: Siltstone, sandstone alternated with volcanic
tuff, white, yellow, reddish brown, highly to completely weathered,
REC=5=20%, weak to moderately strong.
5 36-40m
Siltstone, sandstone alternated with volcanic tuff, white,
yellow, reddish brown, highly to completely weathered, REC=30-40%
weak to moderately strong.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A10 No. Depth, m
Photograph Description
1
15-20m
Gravel, whitish grey, grey, REC=5%.
2 20-25m
From 15 to 23.5m: Gravel, whitish grey, yellow, REC=10% From
23.5 to 25m: Slate, blackish grey, highly weathered, highly
fractured.
3 25-30m
From 25 to 26.4: Slate, blackish grey, highly weathered, highly
fractured. From 26.4 to 30m: Slate, reddish brown, highly to
completely weathered, highly fractured.
4 30-35m
Slate, reddish brown, highly to completely weathered, highly
fractured.
5 35-40m
From 35 to 39.2: Slate, blackish grey, highly weathered, highly
fractured. From 39.2 to 40m: Slate with quartz, white, blackish
grey, REC=70%
Borehole off shore Page 11
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A15
Borehole off shore Page 12
No. Depth, m Photograph Description
1 15-20m
From 15 to 17: Rhyolite, grey, bluish grey, slightly weathered,
RQD=30-40%, REC=100%. From 17 to 20: Rhyolite, grey, bluish grey
yellowish grey, slightly to moderately weathered, RQD=70-80%,
REC=100%.
2 20-23m
Rhyolite, yellowish grey, grey slightly weathered, RQD=70%,
REC=100%.
3 23-28m
Rhyolite, yellowish grey, grey slightly to moderately weathered,
RQD=50-60, REC=95%.
4 28-33m
From 28 to 30: Rhyolite, reddish brown, yellowish grey, grey
moderately weathered, RQD=40-50, REC=95%. From 30 to 33m: Rhyolite,
yellowish grey, grey slightly weathered, RQD=80-90%, REC=95
-100%.
5 33-38m
Rhyolite, yellowish grey, grey slightly to moderately weathered,
RQD=60-70, REC=100%.
6 38-40m
Rhyolite, yellowish grey, grey slightly to moderately weathered,
RQD=30-50%, REC=95%.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE A16
Borehole off shore Page 13
No. Depth, m
Photograph Description
1 20-24
Rhyolite, whitish grey, bluish grey, brownish grey, highly
weathered, RQD=10-30%, REC=90-95%.
2 24-35 Rhyolite, grey, whitish grey, moderately weathered,
RQD=50-60%, REC=100%.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B1
Borehole off shore Page 14
No. Depth, m Photograph Description
1 21-25m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-25%, REC = 80%, FI > 20
2 25-29m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-30%, REC = 80%, FI > 20
3 29-33m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-15%, REC = 80%, FI > 20
4 33-37m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-36%, REC = 80%, FI > 20
5 37-41m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-15%, REC = 80%, FI > 20
6 41-45m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly weathered. RQD =
0-27%, REC = 80%, FI > 20
7 45-49m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly to moderate weathered.
RQD= 25-41%, REC = 80%, FI > 20
8 49-50m
Volcanic tuff alternated with sandstone, siltstone, yellowish
grey, yellowish brown, whitish brown, highly to moderate weathered.
RQD= 0%, REC = 80%, FI > 20
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B02
Borehole off shore Page 15
No. Depth, m Photograph Description
1
18-23
Siltstone interbeded with slate, quartzite, yellow, reddish
brown, whitish grey, grey, highly weathered, highly to moderately
fractured, very weak.
2 23-28
Siltstone interbeded with slate, grey, blackish grey, moderately
weathered, REC=30%, highly fractured, very weak.
3 28-33
Siltstone interbeded with slate, grey, blackish grey, moderately
weathered, REC=70%, highly to moderately fractured, very weak.
4 33-38
Siltstone interbeded with slate, grey, blackish grey, lightly
weathered. RQD=30-40%, REC=95%, moderately strong.
5 38-43
Siltstone interbeded with slate, grey, blackish grey, lightly
weathered. RQD=30-40%, REC=100%, moderately strong.
6 43-48
Siltstone interbeded with slate, grey, blackish grey, highly to
moderately weathered. RQD=20-30%, REC=100%, weak to moderately
strong.
7 48-50
Siltstone interbeded with slate, grey, whitish grey, lightly
weathered, REC=100%, hightly fractured, weak.
8
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B03 No. Depth,
mPhotograph Description
1 14-18m
From 14 to 16m: Sandstone, siltstone interbeded with slate,
yellowish grey, grey, highly weathered, REC=95%, very weak. From 16
to 18m: Siltstone interbeded with slate, blackish grey, slightly to
moderately weathered. RQD=10-30%, REC=100%, weak to moderately
strong.
2 18-22m
From 18 to 21m: Siltstone, sandstone interbeded with slate,
grey, bluish grey, moderately weathered. , highly fracture,
RQD=10-20%, moderately strong, From 21 to 22m: Siltstone, sand
stone interbeded with slate, grey whitish grey, slightly weathered.
RQD=30-40%, REC=100%, moderately strong.
3 22-26m
Siltstone, sandstone interbeded with slate, whitish grey, bluish
grey, slightly weathered. RQD=30-40%, REC=100%, moderately
strong.
4 26-30m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, slightly weathered, RQD=30-40%, REC=100%, moderately
strong.
5 30-34m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, RQD=30-40%, REC=100%, moderately strong.
6 34-38m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, slightly weathered, RQD=10-20%, REC=100%, moderately
strong.
7 38-42m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, slightly weathered, RQD=20-30%, REC=100%, strong.
Borehole off shore Page 16
-
Photographs of Core-Box Appendix 4
8 42-46m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, slightly weathered, RQD=30-40%, REC=100%, strong.
9 46-50m
Siltstone, sandstone interbeded with slate, bluish grey, whitish
grey, slightly weathered, RQD=30-40%, REC=100%, strong.
Borehole off shore Page 17
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB03 No. Depth,
mPhotograph Description
1
05-9m
Siltstone, sandstone alternated with volcanic tuff, whitish
grey, grey, reddish brown, completely weathered, weak.
2 9-13m
Siltstone, sandstone alternated with volcanic tuff, highly to
completely weathered, weak to very weak.
3 13-17m
Siltstone, sandstone alternated with volcanic tuff, whitish
grey, yellow, reddish brown, highly to completely weathered, weak
to very weak.
4 17-21m
Siltstone, sandstone alternated with volcanic tuff, brownish
grey, yellowish grey, highly to moderately weathered, REC=70%, weak
to moderately strong.
5 21-25m
Siltstone, sandstone alternated with volcanic tuff, brownish
grey, yellowish grey, highly to moderately weathered, REC=70%, weak
to moderately strong.
6 25-29m
Siltstone, sandstone alternated with volcanic tuff, whitish
grey, yellowish grey, highly weathered, REC=90%, weak to very
weak.
7 29-33m
Siltstone, sandstone alternated with volcanic tuff, whitish
grey, yellowish grey, highly weathered, REC=90%, weak to very
weak.
Borehole off shore Page 18
-
Photographs of Core-Box Appendix 4
33-37m
From 33 to 34m: Siltstone, sandstone alternated with volcanic
tuff, yellowish grey, whitish grey, REC=60%, very weak. From 34 to
37: Siltstone, sandstone alternated with volcanic tuff, yellowish
grey, whitish grey, RQD=30-40%, REC=85%, weak to moderately
strong.
37-40m
Siltstone, sandstone alternated with volcanic tuff, yellow,
whitish grey, reddish grey, highly weathered, RQD=20-30%, REC=100%,
weak to moderately strong,
Borehole off shore Page 19
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B4 No. Depth, m
Photograph Description
1 13-17m
Sandstone, claystone alternated with volcanic tuff, highly to
completely weathered, yellowish grey, brownish grey, (REC=99-100%,
RQD=30-50%, FI=12-20)
2 17-19m
Sandstone, claystone alternated with volcanic tuff, highly to
completely weathered, yellowish grey, brownish grey, (REC=99-100%,
RQD=30-50%, FI=12-20)
Borehole off shore Page 20
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB4 No. Depth, m
Photograph Description
1
07-12m
Silty clay with gravel, whitish grey, brownish grey, yellowish
grey, weathered from slate, siltstone
2 12-17m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
3 17-22m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
4 22-27m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
5 27-32m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
6 32-37m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
7 37-40m Siltstone interbeded with slate, grey, bluish grey,
highly to completely weathered.
8 40-45m Slate interbeded with siltstone, blackish grey,
moderately to highly weathered, weak to very weak.
Borehole off shore Page 21
-
Photographs of Core-Box Appendix 4
45-49m
Slate interbeded with siltstone, blackish grey, moderately to
highly weathered, weak to very weak.
49-50m
Slate interbeded with siltstone, blackish grey, moderately to
highly weathered, weak to very weak.
Borehole off shore Page 22
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B05 No. Depth, m
Photograph Description
1
16-20m
Slate, blackish grey, grey, moderately weathered, REC=50%,
highly fractured, very week.
2 20-24m
From 22.6 to 24m: Slate interbeded with siltstone contains
quartz, grey, whitish grey, moderately weathered, REC=80%, highly
fractured, week to moderately strong.
3 24-28m
Slate interbeded with siltstone grey, blackish grey, moderately
weathered, REC=80%, highly fractured, week to moderately
strong.
4 28-32m
Slate interbeded with siltstone grey, whitish grey, yellowish
grey, moderately weathered, REC=80%, highly fractured, week to
moderately strong.
5 32-36m
Slate interbeded with siltstone grey, whitish grey, yellowish
grey, moderately weathered, REC=70-80%, highly fractured, week to
moderately strong.
6 36-40m
Slate interbeded with siltstone, grey, whitish grey, moderately
weathered, REC=80%, highly fractured, week to moderately strong
7 40-44m
From 40 to 41.2m: Slate, siltstone alternated with tuff, grey,
whitish grey, moderately to highly weathered, REC=80%, highly
fractured, week to moderately strong. From 41.2 to 44m: Slate
siltstone alternated with tuff contains quartz, reddish brown,
yellow, white, highly weathered, REC=30%, highly fractured,
moderately strong.
Borehole off shore Page 23
-
Photographs of Core-Box Appendix 4
8 44-48m
Slate, siltstone alternated with tuff, reddish brown, yellow,
grey white, highly weathered, REC=30%, highly fractured, moderately
strong.
9 48-50
Slate, siltstone alternated with tuff, reddish brown, yellow,
white, highly weathered, REC=30%, highly fractured, moderately
strong.
Borehole off shore Page 24
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB6 No. Depth, m
Photograph Description
1
24-28
Slate contains quartzite vein, white, yellow, reddish brown,
highly weathered REC=40-50%, highly fractured, weak to moderately
strong.
2 28-32
From 28 to 31: Slate containsquartzite vein, yellow, reddish
brown, whitish grey, highly weathered, REC=30%, highly to
fractured, weak to moderately strong. From 31 to 32m: Slate
interbeded with siltstone, blackish grey, slightly weathered,
REC=40%, moderately
3 32-36 Slate interbeded with siltstone, grey, blackish grey,
slightly weathered, REC=90%, moderately strong.
4 36-40
From 36 to 36.8: Slate interbeded with siltstone, grey, blackish
grey, slightly weathered, REC=90%, moderately strong. From 36.8 to
40m: Slate interbeded with siltstone, yellowish grey, brownish
grey, highly weathered, RQD=30-50%, REC=90-100%
Borehole off shore Page 25
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B7
Borehole off shore Page 26
No. Depth, m Photograph Description
1 13-17m
Clay into sand, whitish to yellowish grey weathered from
claystone, sandstone. RQD = 0%, REC = 90-100%.
2 17-21m
Clay into sand, whitish to yellowish grey weathered from
claystone, sandstone. RQD = 0%, REC = 90-100%.
3 21-25m
21.0 21.8m: Clay into sand, whitish to yellowish grey weathered
from claystone, sandstone. RQD = 0%, REC = 90-100% 21.8 25m: Shale,
dark grey, bluish grey, highly weathered, highly fractured. RQD =
10-40%, REC = 80-100%.
4 25-29m Shale, dark grey, bluish grey, highly weathered, highly
fractured. RQD = 10-50%, REC = 80-100%.
5 29-33m
29 31.7m: Shale, dark grey, bluish grey, highly weathered,
highly fractured. RQD = 10-50%, REC = 80-100%. 31.7 33m: Silty
sandstone alternated with volcanic tuff, yellowish grey, yellowish
- whitish brown, highly to moderate weathered. RQD=30%, REC = 80%.
FI > 20
6 33-37m
Silty sandstone alternated with tuff, yellowish grey, yellowish
- whitish brown, highly to moderate weathered. RQD=10-35%, REC =
80%.
7 37-40m
Silty sandstone alternated with tuff, yellowish grey, yellowish
- whitish brown, bluish grey, highly to moderate weathered.
RQD=50-55%, REC = 80%.
-
Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB8
Borehole off shore Page 27
No. Depth, m Photograph Description
1
17-21
Siltstone interbeded with slate, grey, whitish grey, yellow,
moderately weathered, RQD=30-40%, REC=90%, weak to moderately
strong
2 21-25
From 21 to 12.7: Siltstone interbeded with slate, grey,
yellowish grey, moderately weathered, RQD=40%, REC=90%, weak to
moderately strong. From 21.7 to 25m: Siltstone interbeded with
slate, blackish grey, slightly weathered, RQD=10%, REC=95%, weak to
moderately strong.
25-29
From 25 to 26.7: Sandstone interbeded with slate, blackish grey,
slightly weathered, RQD=10-20%, REC=100%., moderately strong. From
26.7 to 29: Siltstone interbeded with slate, grey, yellowish grey,
moderately to highly weathered, REC=90% weak to moderately
strong.
4 29-33
Sandstone interbeded with slate, blackish grey, slightly
weathered, REC=90%, weak to moderately strong.
5 33-37
From 33 to 35m: Siltstone interbeded with slate, blackish grey,
grey, REC=95%, weak. From 35 t0 37m: Siltstone interbeded with
slate, blackish grey, RQD=20% REC=100%, moderately strong.
6 37-40
Siltstone interbeded with slate, blackish grey, grey, RQD=20%
REC=100%, moderately strong.
7
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB09
Borehole off shore Page 28
No. Depth, m Photograph Description
1
16-20
From 16 to 19m: Siltstone interbeded with slate, yellowish grey,
highly to completely weathered, REC=70%, very weak. From 19 to 20m:
Siltstone interbeded with slate, reddish brown, yellowish grey,
whitish grey, highly weathered, REC=50-70%, moderately strong.
2 20-24
Siltstone interbeded with slate, reddish brown, yellowish grey,
whitish grey, highly weathered, REC=50-70% moderately strong.
3 24-28
From 24 to 25.8m: Siltstone interbeded with slate, yellowish
grey, whitish grey, grey, highly to moderately weathered, REC=80%,
moderately strong. From 25.8 to 28m: Siltstone interbeded with
slate, grey, whitish grey, slightly weathered, RQD=20-30%,
moderately strong to strong.
4 28-32
Siltstone interbeded with slate, grey, whitish grey, slightly
weathered, RQD=30-40%, moderately strong to strong.
5 32-36
Siltstone interbeded with slate, grey, whitish grey, slightly
weathered, RQD=20-30%, moderately strong to strong.
6 36-40
Siltstone interbeded with slate, grey, whitish grey, slightly
weathered, RQD=30-40%, moderately strong to strong.
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B10
Borehole off shore Page 29
No. Depth, m Photograph Description
1 13-17m
Siltstone interbeded with slate, yellowish grey, bluish grey,
highly to completely weathered
2 17-21m Siltstone interbeded with slate, yellowish grey, bluish
grey, highly to completely weathered
3 21-25m
From 21 to 23.3m: Siltstone interbeded with slate, yellowish
grey, bluish grey, highly to completely weathered. From 23.3 to
25m: Rhyolite, bluish grey, whitish grey, moderate to highly
weathered. RQD=0-20%, REC = 80%
4 25-29m Rhyolite, bluish grey, whitish grey moderate to highly
weathered. RQD=0-65%, REC = 80%
5 29-33m Rhyolite, bluish grey, whitish grey moderate to highly
weathered. RQD=25-60%, REC = 80%
6 33-34.7m Rhyolite, bluish grey, whitish grey moderate to
highly weathered. RQD=35-90%, REC = 100%
7
8
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B11 No. Depth,
mPhotograph Description
1 9-13
Silty clay with gravel, brownish grey, hard state, decomposed
from slate, siltstone.
2 13-17
Sandy silty clay with gravel, brownish grey, hard state,
decomposed from slate, siltstone.
3 17-21
Slate interbeded with siltstone, bluish grey, blackish grey,
reddish brown, highly weathered, RQD=10%, REC=90%, moderately
strong.
4 21-25
From 21 to 24.5m: Siltstone interbeded with slate contains
quartz vein, grey, yellowish grey, reddish brown, highly weathered,
RQD=10%, REC=95%, moderately strong. From 23-25m: Slate interbeded
with siltstone, bluish grey, whitish grey, moderately weathered,
RQD=20-40%,
5 25-29
Slate interbeded with siltstone contains quartz vein, bluish
grey, whitish grey, moderately weathered, RQD=20-40%, REC=100%,
strong.
6 29-33
Slate interbeded with siltstone contains quartz vein, bluish
grey, whitish grey, moderately weathered, RQD=20-40%, REC=100%,
strong.
7 33-37
Slate interbeded with siltstone contains quartz vein, bluish
grey, whitish grey, moderately weathered, RQD=20-40%, REC=100%,
strong.
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B12
Borehole off shore Page 33
No. Depth, m Photograph Description
1 14-17m
Siltstone interbeded with slate, highly weathered, bluish grey,
dark grey, brownish grey, brown highly fractured, RQD=0%,
REC=70-80%
2 17-21m
Siltstone interbeded with slate, moderately weathered, bluish
grey, dark grey, highly fractured, RQD=20%, REC=70-80%
3 21-23m
Siltstone interbeded with slate, moderately weathered, bluish
grey, dark grey, highly fractured, RQD=20%, REC=70-80%
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B13 No. Depth,
mPhotograph Description
1 11-13
Rhyolite, white, grey, yellow, reddish brown, highly to
completely weathered, REC=70%.
2 13-17
Rhyolite, grey, yellow, reddish brown, whitish grey, highly
weathered, RQD=30-40%, REC=95%.
3 17-21
Rhyolite, grey, yellow, reddish brown, whitish grey, highly
weathered, RQD=30-40%, REC=95%.
4 21-25
Rhyolite contains quartz vein, grey, yellow, reddish brown,
whitish grey, highly to moderately weathered, RQD=50-60%,
REC=100%.
5 25-29
Rhyolite, grey, yellow, reddish brown, whitish grey, moderately
weathered, RQD=30-40%, REC=95%.
6 29-33
Rhyolite, grey, whitish grey, moderately weathered, RQD=30-40%,
REC=100%.
7 33-37
Rhyolite, grey, whitish grey, moderately weathered, RQD=20-30%,
REC=100%.
8 37-41
Rhyolite, grey, whitish grey, moderately weathered, RQD=20-30%,
REC=100%.
Borehole off shore Page 32
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Photographs of Core-Box Appendix 4
9 41-42
Rhyolite, grey, whitish grey, moderately weathered, RQD=20,
REC=95%.
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B14 No. Depth, m
Photograph Description
1 1-6
From 1 to 5m: Rhyolite, grey, yellow, reddish brown, completely
weathered. From 5 to 6m: Rhyolite, grey, whitish grey, yellow,
reddish brown, highly weathered, RQD=30%, REC=100%.
2 6-10
Rhyolite, grey, whitish grey, yellow, reddish brown, highly
weathered, RQD=20-30%, REC=100%.
3 10-14
Rhyolite, white, whitish grey, grey, moderately weathered,
RQD=30-40%, REC=100%, highly fractured.
4 14-18
Rhyolite, grey, yellowish grey, slightly to moderately
weathered. RQD=40-50%, REC=100%.
5 20-23 Rhyolite, grey, yellowish grey, slightly to moderately
weathered. RQD=40-50%, REC=100%.
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B15 No. Depth,
mPhotograph Description
1 3-8
Rhyolite, yellow, reddish brown, whitish grey, highly weathered,
RQD=20-30%, REC=90%.
2 8-13
From 3 to 9m: Rhyolite, yellow, whitish grey, moderately
weathered, RQD=20-30%, REC=90%. From 9 to 13m: Rhyolite, grey,
whitish grey, bluish grey, slightly weathered, RQD =50-60%,
REC=100%,
3 13-18
From 13 to 15m: Rhyolite, grey, whitish grey, bluish grey,
slightly weathered, RQD =50-60%, REC=100%. From 15 to 17m:
Rhyolite, yellow, whitish grey, moderately to highly weathered,
RQD=10-20%, REC=95%. From 17 to 18m: Rhyolite, grey, whitish grey,
bluish grey, slightly weathered, RQD =60%, REC=100%.
4 18-23
Rhyolite, white, whitish grey, grey, highly to moderately
weathered, REC=95%.
5 23-28
Rhyolite, white, whitish grey, grey, highly weathered,
RQD=20-30%, REC=95%.
6 28-33
Rhyolite, yellow, whitish grey, moderately to highly weathered,
RQD=20-30%, REC=95%.
7 33-38
Rhyolite, white, whitish grey, grey, highly weathered, REC=95%,
highly fractured.
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Photographs of Core-Box Appendix 4
8 38-43 Rhyolite, white, yellowish grey, grey, highly weathered,
REC=95%, highly fractured.
9 43-48
From 43 to 46m: Rhyolite, white, whitish grey, grey, highly
weathered, REC=95%, highly fractured. From 46 to 48m: Rhyolite,
white, whitish grey, grey, moderately weathered, RQD=30-50%,
REC=95%.
10 48-50
Rhyolite, white, whitish grey, grey, moderately weathered,
RQD=30-50%, REC=95%.
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B16 No. Depth, m
Photograph Description
1 4-9
Rhyolite whitish grey, black, reddish brown, moderately to
highly weathered, RQD=40-50%, REC=95%. From 4 to 6m: RQD=30%,
REC=50% From 7 to 9m: RQD=20%, REC=95%
2 9-14
Rhyolite, whitish grey, blackish grey, yellow, moderately
weathered, RQD=40-70%, REC=85%.
3 14-19
Rhyolite, whitish grey, blackish grey, slightly weathered, From
14 to 18m: RQD=60-70%, REC=95% From 18 to 19: RQD=30%, REC=100%
4 19-24
Rhyolite, whitish grey, blackish grey, slightly weathered,
RQD=50-80%, REC=90-100%.
5 24-28
Rhyolite, blackish grey, whitish grey, slightly weathered,
RQD=40-60%, REC=95-100%
6
7
Borehole off shore Page 37
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE C02 No. Depth, m
Photograph Description
1
13-15
Rhyolite, yellow, yellowish grey, highly to completely
weathered, REC=100%.
2
3
4
5
6
7
8
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Photographs of Core-Box Appendix 4
PHOTOGRAPH AND DESCRIPTION OF BOREHOLE D01 No. Depth, m
Photograph Description
1
09-13
Slate, grey, blackish grey, highly weathered, REC=5%, very
weak.
2 13-17 Slate, grey, blackish grey, highly weathered, REC=5%,
very weak.
3 17-21 Slate, grey, blackish grey, highly weathered, REC=5%,
very weak.
4 21-25 Slate, grey, blackish grey, hig