Full Report English OFFSHORE

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

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

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

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



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



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



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



- 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



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



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



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



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



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



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.



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



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



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:



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



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.



- 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.

FORMOSA HA TINH STEEL CORPORATION THE INTEGRATED STEEL MILL & SON DUONG PORT FORMOSA HA TINH SOIL INVESTIGATION REPORT




Figure 4.1: Geological Map





Figure 4.2: Distribution of rock formations



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



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).



-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)

AATTTTAACCHHMMEENNTT AA:: QQUUAANNTTIITTYY OOFF SSOOIILL IINNVVEESSTTIIGGAATTIIOONN WWOORRKKSS


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

AATTTTAACCHHMMEENNTT BB:: GGEEOOTTEECCHHNNIICCAALL CCHHAARRAACCTTEERRIISSTTIICCSS OOFF SSOOIILL LLAAYYEERR


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'


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'


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


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


AAPPPPEENNDDIIXX 22:: SSOOIILL PPRROOFFIILLEESS


AAPPPPEENNDDIIXX 33:: BBOORRIINNGG LLOOGGSS


AAPPPPEENNDDIIXX 44:: PPHHOOTTOOGGRRAAPPHHSS OOFF CCOORREE--BBOOXX


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



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.





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




No. Depth, m


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.




No. Depth, m


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%.





1 21-25m

Siltly sand with gravel,, white, grey, blackish grey, weathered from volcanic tuff alternated with silty sandstone.

2 25-29m


3 29-33m


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


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



PHOTOGRAPH AND DESCRIPTION OF BOREHOLE AA7



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%.


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


4 29-33


5 33-37


6 37-40


7





No. Depth, m


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.


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%






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%.




No. Depth, m


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%.


PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B1



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


3 29-33m


4 33-37m


5 37-41m


6 41-45m


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





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


PHOTOGRAPH AND DESCRIPTION OF BOREHOLE B03 No. Depth,


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.



8 42-46m


9 46-50m




PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB03 No. Depth,


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.



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,



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)



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.






8 40-45m Slate interbeded with siltstone, blackish grey, moderately to highly weathered, weak to very weak.



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.




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.



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.



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%






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%.


PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB8



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


PHOTOGRAPH AND DESCRIPTION OF BOREHOLE BB09



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


6 36-40






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




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


7 33-37







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%




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


8 37-41




9 41-42

Rhyolite, grey, whitish grey, moderately weathered, RQD=20, REC=95%.




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%.





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.



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%.




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



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



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

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