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FUGRO GEOTECH (INDIA) PVT. LTD.

Factual ReportLand based Geotechnical Investigationof Alcock Yard, Mazagaon Dock,MumbaiMaharashtra, India

6 August to 7 September 2016Fugro Project No.: 16-1458

Sea Syst Engineering (India) Pvt. Ltd.

Volume 1 of 1

Final


Prepared for: Sea Syst Engineering (India) Pvt. Ltd.F-502, Dara Enclave (AWS),Sector 9, NerulNavi Mumbai400 706India

02 Issued as Final MR/ISH ISH/SJ SM 30 September 2016

01 Issued as Draft MR/ISH ISH/SJ SM 22 September 2016

Issue Report Status Prepared Checked Approved Date

Factual ReportLand based Geotechnical Investigationof Alcock Yard, Mazagaon Dock,MumbaiMaharashtra, India

6 August to 7 September 2016Fugro Project No.: 16-1458

Volume 1 of 1

Fugro Document No. 16-1458 Page i of iii

SEA SYST ENGINEERING (INDIA) PVT. LTD.LAND BASED GEOTECHNICAL INVESTIGATION & NDT OF ALCOCK YARD, MAZAGAONDOCK, MUMBAI,MAHARASHTRA, INDIA

EXECUTIVE SUMMARY

Sea Syst Engineering (India) Pvt. Ltd. has been awarded the work for consultancy services for the creation ofSubmarine Launch Facility at Alcock Yard, Mazagaon Dock Shipbuilders Ltd. The entire scope of work involvesLand-based Geotechnical Investigation, Topographic survey and Non-Destructive Testing of the existingstructures.

This report comprises the geotechnical investigation data obtained from 9 onshore boreholes executed on theproposed area of development. The boreholes includes recovery of disturbed and undisturbed soil samples androck cores. The fieldwork was started from 6 August 2016 and completed on 7 September 2016. Laboratorytesting programme was performed as directed by client’s representative on soil and rock samples recovered fromthe boreholes.

The geotechnical investigation was carried out by Fugro Geotech (India) Pvt. Ltd. (FGTL) at the proposedborehole locations provided by Sea Syst Engineering (India) Pvt. Ltd.

The topographic survey was carried out byFugro Geotech (India) Pvt. Ltd. (FGTL) in the land area for the Submarine Launch Facility in Alcock Yard.

Fugro Document No. 16-1458 Page ii of iii


CONTENTS

1. INTRODUCTION 4

2. SCOPE OF WORK 5

3. FIELD INVESTIGATION 6

4. LABORATORY TESTING 8

5. CONCLUSIONS 9

APPENDICES

A. GUIDELINES ON USE OF REPORT

B. ILLUSTRATIONSB.1 Vicinity MapB.2 Borehole Location PlanB.3 LegendsB.4 Borehole Profiles

C. FIELD DATAC.1 Geotechnical Borehole Logs

D. LABORATORY TEST RESULTS

E. TOPOGRAPHIC SURVEY REPORT

F. NON-DESTRUCTIVE TESTING REPORT

TABLES IN THE MAIN TEXT

Table 3.1: Summary of Field Work executed for the Project 7Table 4.1: Summary of Laboratory Test to be carried out for the Project 8

Fugro Document No. 16-1458 Page iii of iii


ABBREVIATIONS

1D One-dimensionalAL Atterberg limitsASTM American Society for Testing and MaterialsBSI BSIBTS Brazilian tensile strengthCPT Cone Penetration TestCPTU Cone Penetration TestDGPS Differential Global Positioning SystemDWG DWGDS Disturbed Soil Samplese.g. for exampleFOS Factor of SafetyFV Field VaneIS Indian Standardi.e. in other wordsID identification and/or identitym Metersmm MillimetresN NorthNA Not Applicable

no. Numbernos. Plural of no. (number)PSD Particle Size DistributionPCPT Piezocone penetration testPERM-FH Permeability Test – Falling Head

PERM-CH Permeability test – Constant HeadPPT Packer Permeability TestPMT Pressuremeter (test)RQD Rock Quality DesignationRL Reduced LevelSPT Standard Penetration TestSCR Solid Core Recovery

TD Termination DepthTCR Total Core Recovery

TV TorvaneUCS Unconfined Compressive Strength (test)

UDS Undisturbed Soil SamplesUU Unconsolidated Undrained Triaxial test

UW Unit Weight

Fugro Document No. 16-1458 Page 4 of 9


1. INTRODUCTION

Sea Syst Engineering (India) Pvt. Ltd. (hereafter “The Client”) has commissioned Fugro Geotech(India) Pvt. Ltd (FGTL) on behalf of Mazagaon Dock Shipbuilders Ltd. vide their WO NumberSSE/FUGRO/2016/33 dated 20 July 2016 to carry out Land based Geotechnical Investigation for thecreation of Submarine Launch Facility at Alcock Yard, Mazagaon Dock Shipbuilders Ltd. (hereafter“MDL”) vide their PO Number 3340000021 dated 14 March 2016.

A vicinity map showing the location of the area of work is presented in Illustrations on Plate B1. Aborehole plan along with the various lines of sections utilized for generating sub-surface profiles hasbeen presented in Illustrations on Plate B2.

This report is a compilation of factual data obtained through the geotechnical investigation campaigncarried out at the proposed area of development.

The complete topographic survey report has been presented in this factual report in Appendix E.

The complete Non-Destructive Testing (NDT) report for the proposed area of development in Alcock



2. SCOPE OF WORK

The scope of work entails carrying out a campaign of geotechnical investigation works as follows:

■ Mobilization of all equipment & Personnel and execution of the following as per BoQ;□ Soil Investigation using borehole method with 9 Nos of boreholes;□ Collection of soil and rock core samples;□ Performing Standard Penetration Test (SPT);□ Conducting laboratory tests to determine the engineering properties of soil/rock;□ Preparation and submission of Report (draft & final) as per standard practice.



3. FIELD INVESTIGATION

Rotary drilling is the most rapid method of advancing the boreholes in any type of soil. This method usesrotation of drill bits (tungsten), with the simultaneous application of pressure to advance the borehole.In core drilling, an annular bit, fixed to the bottom of the outer rotating tube of a core barrel, cuts a core,which is recovered within the inner-most tube of the core barrel assembly and brought to the surface forexamination and testing. The core is prevented from dropping out of the core barrel by a core catchermade of spring steel and located just above the core bit.

The boring/drilling works at the proposed locations identified and marked by client’s representative wereperformed by the hydraulic rotary drilling rig. Rotary drilling operations were performed to obtain the bestpossible recovery of rock cores and undisturbed soil samples in the boreholes. Disturbed soil sampleswere obtained through a split spoon sampler during execution of Standard Penetration Tests (SPT). Theborehole walls are supported by temporary steel casing driven until a hard stratum is encountered oruntil reaching of termination depth of the borehole.

SPT’s were carried out by driving split barrel sampler complete with a drive shoe and drive head fittedwith a non-return valve. The test is carried out in general accordance with IS 2131. The basis of the testconsists of dropping of a hammer of mass 63.5 kg on to a drive head from a height of 750 mm. Thenumber of such blows (N) necessary to achieve a penetration of the split spoon sampler by 300 mm isregarded as the penetration resistance. The blow counts for each 150 mm penetration were recorded.Small, disturbed samples of soil were obtained from the split spoon sampler after completion of thetests.

On reaching the rock, the rock core samples were obtained through double tube core barrels. Thequantitative description of natural fracture state of rock masses are indicated by means of Total CoreRecovery (TCR), Solid Core Recovery (SCR) and Rock Quality Designation (RQD) as determined fromthe borehole cores. TCR is the percentage ratio of core recovered (whether solid, intact with fulldiameter, or non-intact) to the total length of core run. SCR is the percentage ratio of solid core recoveredto the total length of the core run. RQD is a quantitative index based on core recovery procedure thatincorporates only those pieces of core which are 100mm or more in length. It is the total length of solidcore pieces, each greater than 100mm between natural fractures, expressed as a percentage of thetotal length of core run.

Various legends used in borehole logs are presented in Illustrations on Plate B3. Sub-surface boreholeprofiles were prepared by taking various lines of sections and presented Illustrations on Plates B4.1through B4.3.

The geotechnical borehole logs with visual lithologs, SPT ‘N’ values are presented in Appendix C onPlates C1.1 through C1.18. The summary of the field work is presented below in Table 3.1.



Table 3.1: Summary of Field Work executed for the Project

Sl. No. BoreholeID

Field Activity Dates LocationCoordinates

ReducedLevel w.r.t.

CD, m

TerminationDepth w.r.t

EGL, mFrom To Easting Northing

1 BH-01 25-Aug-16 27-Aug-16 149.71 148.16 6.72 25.00

2 BH-02 6-Aug-16 11-Aug-16 132.59 138.47 6.96 25.00

3 BH-03 23-Aug-16 25-Aug-16 145.04 126.75 6.95 25.00

4 BH-04 21-Aug-16 23-Aug-16 124.98 119.63 7.07 25.00

5 BH-05 11-Aug-16 13-Aug-16 163.19 114.15 6.80 25.00

6 BH-06 13-Aug-16 21-Aug-16 143.62 108.98 7.12 25.00

7 BH-07 4-Sep-16 7-Sep-16 172.47 115.17 6.44 25.00

8 BH-08 30-Aug-16 4-Sep-16 156.82 102.98 6.69 25.00

9 BH-09 28-Aug-16 30-Aug-16 139.49 93.92 6.99 25.00

Notes:Coordinates and Reduced Levels were obtained by using conventional survey methodsCD – Chart DatumEGL – Existing Ground Level



4. LABORATORY TESTING

The selected disturbed and undisturbed soil and rock core samples meant for testing were transportedto the Fugro laboratory at Navi Mumbai. The laboratory tests were conducted as per relevant parts ofIndian Standard, in compliance with the technical specifications of the contract, at Fugro’s laboratory inNavi Mumbai. Tests were performed based on the laboratory testing schedule approved by Client.

A summary of laboratory tests carried out is shown below in Table 4.1 and complete testing results arepresented in Appendix D.

Table 4.1: Summary of Laboratory Test to be carried out for the Project

Sl. No. Type of Test Standard Code followed for carryingout the test

A Tests on Soil Samples1 Particle Size Distribution IS 2720 (Part 4)

2 Atterberg Limits IS 2720 (Part 5)

3 Specific Gravity IS 2720 (Part 3)

4 Moisture content IS 2720 (Part 2)

5 Density BS 1377 Part 2 Cl. 7.2.3.3

6 Shrinkage Limits IS 2720 (Part 6)

7 Direct Shear Test IS 2720 (Part 13)

8 Chemical Testing on Soil samples

8.1 Sulphate IS 2720 (Part 27)

8.2 Chloride BS 1377 Part 3

8.3 pH IS 2720 (Part 26)

B Tests on Rock Samples1 Dry and Saturated Density IS 13030

2 Point Load Strength Index IS 8764

3 Schimdt’s Rebound Hardness ISRM

4 Uniaxial Compressive Strength (UCS) Test IS 9143

5 Rock Triaxial Test (Saturated) IS 13047

6 Modulus of Elasticity IS 9221



5. CONCLUSIONS

The field and laboratory data incorporated have been obtained and processed using proceduresspecified in various codes of practices, good engineering norms and conventions. The field results andrecords reported here are relevant for the test locations and time at which the tests have beenconducted.

Fugro Document No. 16-1458 Appendices


APPENDICES


B. ILLUSTRATIONSB.1 Vicinity MapB.2 Borehole Location PlanB.3 LegendsB.4 Borehole Profiles

C. FIELD DATAC.1 Geotechnical Borehole Logs



F. NON-DESTRUCTIVE TESTING REPORT

Fugro Document No. 16-1458 Appendix A



FEBV/GEN/APP/006 Page 1 of 3

GUIDE FOR USE OF REPORT

INTRODUCTION

Fugro Engineers B.V. (FEBV) prepared this report. FEBV is a Fugro N.V. Group operating company. FEBVspecializes in providing geotechnical information and engineering advice for on-land, nearshore and offshoreconstruction projects. FEBV will hereafter be referred to as Fugro.

This document provides guidelines, recommendations and limitations regarding the use of information in thisreport. The cost of geotechnical data acquisition, interpretation and monitoring is a small portion of the totalcost o f a construction project. By contrast, the costs of correcting a wrongly designed programme ormobilizing alternative construction methods are often far greater than the cost of the original investigation.Attention and adherence to the guidelines and recommendations presented in this guide and in thegeotechnical report can reduce delays and cost overruns related to geotechnical factors.

This guide applies equally to the use of geotechnical and multi-disciplinary project information and advice.

REQUIREMENTS FOR QUALITY GEOTECHNICAL INVESTIGATIONS

Fugro follows ISO 9001 quality principles for project management. Project activities usually comprise part ofspecific phases of a construction project. The quality plan for the entire construction project must incorporategeotechnical i n p u t in every phase - from the feasibility p l anning stages to project completion. The partiesinvolved must do the following.

˗ Provide complete and accurate information necessary to plan an appropriate geotechnicalinvestigation.

˗ Describe the purpose(s), type(s) and construction methods of planned structures in detail.˗ Provide the time, financial, personnel and other resources necessary for the planning, execution and follow-

up of a site investigation programme.˗ Understand the limitations and degree of accuracy inherent in the geotechnical data and engineering advice

based upon these data.˗ During all design and construction activities, be aware of the limitations of geotechnical data and

geotechnical engineering analyses/advice, and use appropriate preventative measures.˗ Incorporate all geotechnical input in the design, planning, construction and other activities involving the site

and structure. Provide the entire geotechnical report to parties involved in design and construction.˗ Use the geotechnical data and engineering advice for only the structures, site and activities which were

described to Fugro prior to and for the purpose of planning the geotechnical site investigation orgeotechnical engineering analysis programme.

AUTHORITY, T IM E AND RESOURCES NECESSARY FOR QUALITY GEOTECHNICAL INVESTIGATIONS

To ensure compliance with these requirements, there must be adequate designation of authority andaccountability for geotechnical aspects of construction projects. This way, an appropriate investigation can beperformed, and the use of the results by project design and construction professionals can be optimized.

Figure 1 illustrates the importance of the initial project phases in ensuring that adequate geotechnicalinformation is gathered for a project. The initial phases, when site investigation requirements are defined andresources are allocated, are represented by more than 50% of the Quality triangle (Figure 1). Decisions andactions made during these phases have a large impact of the outcome and thus the potential of theinvestigation to meet project requirements.

Page 2 of 3FEBV/GEN/APP/006 Page 2 of 3


Figure 1: Quality of Geotechnical Site Investigations (adapted from SISG1)

DATA ACQUISITION AND MONITORING PROGRAMMES

Geotechnical investigations are operations of discovery. Investigation should proceed in logical stages. Planning mustallow operational adjustments deemed necessary by newly available information. This observational approachpermits the development of a sound engineering strategy and reduces the risk of discovering unexpected hazardsduring or after construction.

GEOTECHNICAL INFORMATION - DATA TYPES AND LIMITATIONS

1. RELIABILITY OF SUPPLIED INFORMATION

Geotechnical engineering can involve the use of information and physical material that is publicly available orsupplied by the Client. Examples are geodetic data, geological maps, geophysical records, earthquake data,earlier borehole logs and soil samples. Fugro endeavours to identify potential anomalies, but does not independentlyverify the accuracy or completeness of public or Client-supplied information unless indicated otherwise. Thisinformation, therefore, can limit the accuracy of the report.

2. COMPLEXITY OF GROUND CONDITIONS

There are hazards associated with the ground. An adequate understanding of these hazards can help to minimizerisks to a project and the site. The ground is a vital element of all structures which rest on or in the ground.Information about ground behavior is necessary to achieve a safe and economical structure. Often, it is less isknown about the ground than for any other element of a structure.

3. GEOTECHNICAL INVESTIGATION - SPATIAL COVERAGE LIMITATIONS

Geotechnical investigations collect data at specific test locations. Interpretation of ground conditions away from testlocations is a matter of extrapolation and judgement based on geotechnical knowledge and experience, but actualconditions in untested areas may differ from predictions. For example, the interface between ground materialsmay be far more gradual or abrupt than a report indicates. It is not realistic to expect a geotechnical investigationto reveal or anticipate every detail of ground conditions. Nevertheless, an investigation can reduce the residual

___________________________1. Site Investigation Steering Group SISG (1993), "Site Investigation in Construction 2: Planning, Procurement and Quality Management",

Thomas Telford, London.

FEBV/GEN/APP/006 Page 3 of3


risk associated with unforeseen conditions to a tolerable level. If ground problems do arise, it is important tohave geotechnical expertise available to help reduce and mitigate safety and financial risks.

4. ROLE OF JUDGEMENT AND OPINION IN GEOTECHNICAL ENGINEERING

Geotechnical engineering is less exact than most other design disciplines, and requires extensive judgementand opinion. Therefore, a geotechnical report may contain definitive statements that identify where the responsibilityof Fugro begins and ends. These are not exculpatory clauses designed to transfer liabilities to another party,but they are statements that can help all parties involved to recognize their individual responsibilities andtake appropriate actions.

COMPLETE GEOTECHNICAL REPORT SHOULD BE AVAILABILE TO ALL PARTIES INVOLVED

To prevent costly construction problems, construction contractors should have access to the best availableinformation. They should have access to the complete original report to prevent or minimize any misinterpretation ofsite conditions and engineering advice (Halligan et aI.1) To prevent errors or omissions that could lead tomisinterpretation, geotechnical logs and illustrations should not be redrawn, and users of geotechnicalengineering information and advice should confer with the authors when applying the report informationand/or recommendations.

GEOTECHNICAL INFORMATION IS PROJECT-SPECIFIC

Fugro's investigative programmes and engineering assessments are designed and conducted specifically for theClient described project and conditions. Thus this report presents data and/or recommendations for a uniqueconstruction project. Project-specific factors for a structure include but are not limited to:

˗ Location˗ Size and configuration of structure˗ Type and purpose or use of structure˗ Other facilities or structures in the area.

Any factor that changes subsequent to the preparation of this report may affect its applicability. A specializedreview of the impact of changes would be necessary. Fugro is not responsible for conditions which develop afterany factor in site investigation programming or report development changes.

For purposes or parties other than the original project or Client, the report may not be adequate and should notbe used.

CHANGES IN SUBSURFACE CONDITIONS AFFECT THE ACCURACY I SUITABILITY OF THE DATA

Ground is complex and can be changed by natural phenomena such as earthquakes, floods, seabed scour andgroundwater fluctuations. Construction operations at or near the site can also change ground conditions. Thisreport considers conditions at the time of investigation. Construction decisions must consider any changes in siteconditions, regulatory provisions, technology or economic conditions subsequent to the investigation. In general, twoyears after the report date, the information may be considered inaccurate or unreliable. A specialist should beconsulted regarding the adequacy of this geotechnical report for use after any passage of time.

Halligan DW., Hester W.T., Thomas H.R., (1987), "Managing Unforeseen Site Conditions", ASCE Journal of Construction Engineering andManagement, Vol. 113, No.2, pp. 273-287.

Fugro Document No. 16-1458 Appendix B


B. ILLUSTRATIONS

B.1 Vicinity Map

B.2 Borehole Location Plan

B.3 Legends

B.4 Borehole Profiles

VICINITY MAP

Plate B1

m.raje

Line


Borehole Location Plan

Land based Geotechnical Investigation& NDT of Alcock Yard, Mazgaon Dock

Mazgaon Dock Ltd. (MDL)Scale 1:400

91 91

104 104

117 117

130 130

143 143

156 156

117

117

130

130

143

143

156

156

169

169

182

182

BH-07BH-05

BH-08

BH-01

BH-03

BH-06

BH-09

BH-02

BH-04

Plate B2

m.raje

Line

m.raje

Line

m.raje

Line

m.raje

Line

m.raje

Line

m.raje

Text Box

A

m.raje

Text Box

A'

m.raje

Text Box

B

m.raje

Text Box

B'

m.raje

Text Box

C

m.raje

Text Box

C'


CLAY / silty CLAY

SILT

SAND

SAND with gravels

The geotechnical log and profiles contains a graphic log of the ground conditions. Figures 1 through 3 present details/legends for soils and rocks.

Silty SAND

Sandy GRAVEL

Clayey silty SAND

Silty clayey GRAVEL

Sandy CLAY

Clayey SAND

MAIN SOILTYPE

EXAMPLES OF GRAPHIC LOG

PEAT

GRAVEL

DEBRIS

MADE GROUND

Silty SAND with gravels

Sandy SILT

Clayey PEAT

Rock Fragments

No sample recovered

Figure 1 - Symbols for soils

Figure 2 - Symbols for sedimentary rocks

CARBONATE ROCKS SILICA ROCKS EVAPORITES

CALCARENITE

CALCISILTITE

CALCILUTITE

CONGLOMERATECarbonate CONGLOMERATE

Carbonate BRECCIA

LIMESTONE

Dolomitic LIMESTONE

CHALK

MUDSTONE

SHALE

BRECCIA

CLAYSTONE

SILTSTONE

SANDSTONE GYPSUM / ANHYDRITE

ROCK SALT

Clayey SAND with gravels

Coarse grained rock Coarse grained rock

Medium grained rock

METAMORPHIC ROCKS IGNEOUS ROCKS

Medium grained rock

Fine grained rock Fine grained rock

Figure 3 - Symbols for metamorphic and igneous rocks

Plate B3

FUGRO GEOTECH (INDIA) PVT. LTD.D

epth

w.r.

t. E

GL D

epth w.r.t. E

GL

Borehole Profile - AA'


Mazgaon Dock Ltd. (MDL)ScaleHorizontal - 1:180Vertical - 1:220

BH

-01

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

22

29

34

450

40225

SP

T "N

" Val

ue

0

64

64

75

88

96

80

97

93

67

93

82

RQ

D % BH

-04

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

Distance: 18.54 19.22

20

24

24

29

450

SP

T "N

" Val

ue

15

67

92

70

90

76

78

88

68

80

70

55

RQ

D %

BH

-02

43

18

15

25

450

SP

T "N

" Val

ue

20

88

62

48

86

93

80

62

55

54

56

52R

QD

%

Dep

th w

.r.t.

CD

Depth w

.r.t. CD

Plate B4.1


Dep

th w

.r.t.

EG

L Depth w

.r.t. EG

L

Borehole Profile - BB'



Dep

th w

.r.t.

CD

Depth w

.r.t. CD

BH

-01

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

22

29

34

450

40225

SP

T "N

" Val

ue

0

64

64

75

88

96

80

97

93

67

93

82

RQ

D %

BH

-03

26

22

38

37

27

150281

SP

T "N

" Val

ue

21

55

75

69

16

18

29

53

80

67100

RQ

D %

BH

-06

1125

563

16

1125

21

28

225

SP

T "N

" Val

ue

0

0

0

48

67

66

52

56

58

86

RQ

D %

BH

-09

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

Distance: 21.91 17.83 15.62

20

23

29

300

27

25

27225

SP

T "N

" Val

ue

0

42

73

44

77

83

89

93

89

100

RQ

D %

Plate B4.2


Dep

th w

.r.t.

EG

L Depth w

.r.t. EG

L

Borehole Profile - CC'



Dep

th w

.r.t.

CD

Depth w

.r.t. CD

BH

-07

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

21

27

29

38

11

10300

SP

T "N

" Val

ue

0

12

69

62

30

58

80

92

77

76

RQ

D % BH

-09

6

4

2

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

0

2

4

6

8

10

12

14

16

18

20

22

24

Distance: 8.35 11.40 19.48

20

23

29

300

27

25

27225

SP

T "N

" Val

ue

0

42

73

44

77

83

89

93

89

100

RQ

D %

BH

-08

13

18

25

19

28

31

40300

SP

T "N

" Val

ue

0

0

99

56

46

94

86

84

86

RQ

D %

BH

-05

563

22

24

450

14

18

23563S

PT

"N" V

alue

0

0

50

63

60

62

62

41

72

71

7698

RQ

D %

Plate B4.3

Fugro Document No. 16-1458 Appendix C


C. FIELD DATA

C.1 Geotechnical Borehole Logs

0

64

64

75

88

96

0

64

75

75

88

96

1

23

0.00 m to 1.50 m - SAND, GRAVEL & AGGREGATE (Filledup Material)

1.50 m to 6.00 m - Medium dense to dense dark brown tobrown medium to coarse SAND with fine gravel (Filled upMaterial)

6.00 m to 6.05 m - Very dense grey fine GRAVEL (Filled upMaterial)6.05 m to 7.50 m - BOULDER & RCC (Filled up Material)

7.50 m to 8.40 m - Dense dark brown medium to coarseSAND with fine gravel (Filled up Material)

8.40 m to 8.50 m - Very dense dark greyish brownweathered rock fragments of Volcanic Breccia8.50 m to 25.00 m - Moderately strong to Strong moderatelyweathered to slightly weathered dark greenish grey togreyish brown intact VOLCANIC BRECCIA with widelyspaced subhorizontal to inclined fractures

: Mazgaon Dock Ltd. (MDL)

: Land based Geotechnical Investigation & NDT of Alcock Yard, Mazgaon Dock Shipbuilders Ltd

: N 148.2 E 149.7

: Rotary borehole drilling, sampling and testing

: BH-01

: 6.72 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/25/2016 - 08/27/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

14/10/12

8/18/11

12/16/18

R

10/15/25

R

22

29

34

450

40

225

1.50

4.50

0.051.45

0.90

0.1016.50

6.72

5.22

0.720.67

-0.78

-1.68-1.78

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.056.05 - 7.50

7.50 - 7.95

8.40 - 8.508.50 - 10.00

10.00 - 11.50

11.50 - 13.00

13.00 - 14.50

: Vertical

: Hydraulic Rotary

43.6

48.4

26.1

: HX:8.00m/NX:9.00m

0.50

1.95

3.45

4.95

6.05

7.50

7.95

8.50

10.00

11.50

13.00

14.50

: HX/NX

: 54

97

67

: Tank Area, Alcock Yard

: Double Tube

: IMP Bit

: Water

20

80

96

100

96

98

2

10

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment

Drilling orientation

Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description

Abbreviations & Symbols

- Unconfined Compression Test

T.D.EGL

- Terminition Depth- Existing Ground Level

MSL - Mean Sea Level

Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %

TCR - Total Core Recovery

SCR - Solid Core Recovery

TCR

, %

- SPT (Standard Penetration Test)

- UDS (Undisturbed Sample)

- DS (Disturbed Sample)

- Rock Core

RQD - Rock Quality Designation

CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa

LABORATORY DATAFIELD INFORMATION (BOREHOLE LOG)

Location

Type of core barrel

Type of Bit

LL - Liquid LimitPI - Plasticity Index

RL - Reduced LevelPLI - Point Load Index

n.i. - Non-intact core pieces / rock fragments

Cu - Undrained Cohesion

R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh

- Slightly weathered

- Moderately weathered

- Highly weathered

- Completely weathered- Residual Soil

SP

T "N

" Val

ueDrilling Fluid

UUT - Unconsolidated UndrainedTriaxial Test

CUT - Consolidated UndrainedTriaxial Test

PLI

N.A. - Not Applicable for SoilBoring

Tota

l Fin

es, %

- Wash Boring

Plate C1.1

80

97

93

67

93

82

86

97

93

67

93

84

8.50 m to 25.00 m - Moderately strong to Strong moderatelyweathered to slightly weathered dark greenish grey togreyish brown intact VOLCANIC BRECCIA with widelyspaced subhorizontal to inclined fractures



: N 148.2 E 149.7


: BH-01

: 6.72 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/25/2016 - 08/27/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

16.50 -1.7814.50 - 16.00

16.00 - 17.50

17.50 - 19.00

19.00 - 20.50

20.50 - 22.00

22.00 - 23.50

23.50 - 25.00

: Vertical

: Hydraulic Rotary

38.9

56.7

53.9

: HX:8.00m/NX:9.00m

16.00

17.50

19.00

20.50

22.00

23.50

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

94

100

94

89

96

88

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.2

20

88

62

48

86

28

88

66

48

92

54

6

0.00 m to 1.50 m - Dark brown sandy GRAVEL with silt(Filled up Material)

1.50 m to 6.00 m - Medium dense to dense dark brown tolight grey gravelly SAND with pieces of bricks (Filled upMaterial)

From 3.00 m to 3.45 m - sandy Gravel

6.00 m to 7.50 m - Medium dense dark brown medium tocoarse SAND with fine gravel (Filled up Material)

7.50 m to 7.55 m - Very dense brown to light greyweathered rock fragments of Volcanic Breccia7.55 m to 12.00 m - Moderately strong moderatelyweathered to slightly weathered grey to yellowish greyVOLCANIC BRECCIA with horizontal to subhorizontalfracturesfrom 7.55 m to 9.00 m - Highly fractured Volcanic breccia

from 10.50 m to 12.00 m - Slightly weathered to moderatelyweathered Volcanic breccia

12.00 m to 19.50 m - Moderately strong moderatelyweathered to slightly weathered yellowish grey to lightgreenish grey VOLCANIC BRECCIA with subhorizontal toinclined fractures



: N 138.5 E 132.6


: BH-02

: 6.96 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/06/2016 - 08/11/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

22/19/24

8/9/9

11/7/8

10/12/13

R

43

18

15

25

450

1.50

4.50

1.50

0.054.45

7.50

6.96

5.46

0.96

-0.54-0.59

-5.04

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.557.55 - 9.00

9.00 - 10.50

10.50 - 12.00

12.00 - 13.50

13.50 - 15.00

: Vertical

: Hydraulic Rotary

37.2

33.4

: HX:6.00m/NX:8.00m

0.50

1.95

3.45

4.95

6.45

7.55

9.00

10.50

12.00

13.50

15.00

: HX/NX

: 54

37

83


: Double Tube

: IMP Bit

: Water

72

96

91

82

99

9

11

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.3

93

80

62

55

54

56

52

93

87

65

73

56

56

59

12.00 m to 19.50 m - Moderately strong moderatelyweathered to slightly weathered yellowish grey to lightgreenish grey VOLCANIC BRECCIA with subhorizontal toinclined fractures

from 18.00 m to 19.50 m - Secondary infilling of quartziticmaterial observed

19.50 m to 25.00 m - Moderately strong slightly weatheredto moderately weathered grey to brownish grey intactVOLCANIC BRECCIA with subhorizontal to horizontalfractures

from 22.50 m to 24.00 m - Subhorizontal to inclinedfractures

from 24.00 m to 25.00 m - Moderately weathered to slightlyweathered Volcanic breccia



: N 138.5 E 132.6


: BH-02

: 6.96 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/06/2016 - 08/11/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

7.50

5.50

-5.04

-12.54

15.00 - 16.50

16.50 - 18.00

18.00 - 19.50

19.50 - 21.00

21.00 - 22.50

22.50 - 24.00

24.00 - 25.00

: Vertical

: Hydraulic Rotary

43.5

49.3

50.9

: HX:6.00m/NX:8.00m

16.50

18.00

19.50

21.00

22.50

24.00

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

100

97

95

87

84

92

95

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.4

21

55

75

69

21

62

75

73

13

4


1.50 m to 9.50 m - Medium dense to dense brown to darkbrown medium to coarse SAND with fine gravel (Filled upMaterial)

from 9.00 m to 9.25 m - Very dense sand

9.50 m to 9.58 m - Very dense dark brown weathered rockfragments of Volcanic Breccia9.58 m to 20.00 m - Moderately strong to Strong highlyweathered to moderately weathered brown to grey intactVOLCANIC BRECCIA with horizontal to subhorizontalfractures

From 11.00 m to 12.50 m - Weak Volcanic breccia

from 14.00 m to 15.50 m - Subhorizontal to inclined (40 - 50degree) fractures



: N 126.8 E 145.0


: BH-03

: 6.95 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/23/2016 - 08/25/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

8/12/14

10/10/12

9/15/23

6/12/25

16/12/15

50(10)

R

26

22

38

37

27

150

281

1.50

8.00

0.0810.42

6.95

5.45

-2.55-2.63

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.25

9.50 - 9.589.58 - 11.00

11.00 - 12.50

12.50 - 14.00

: Vertical

: Hydraulic Rotary

24.3

: HX:6.50m/NX:9.50m

0.50

1.95

3.45

4.95

6.45

7.95

9.25

9.58

11.00

12.50

14.00

: HX/NX

: 54

86

92


: Double Tube

: IMP Bit

: Water

46

88

90

94

1

4

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.5

16

18

29

53

80

67

100

16

25

37

58

80

72

100

9.58 m to 20.00 m - Moderately strong to Strong highlyweathered to moderately weathered brown to grey intactVOLCANIC BRECCIA with horizontal to subhorizontalfractures

from 17.00 m to 20.00 m - Greyish brown highly fracturedVolcanic breccia with subhorizontal to subvertical (80 - 90degree) fractures

20.00 m to 25.00 m - Moderately strong to Strongmoderately weathered to slightly weathered brown to greyintact VOLCANIC BRECCIA with subhorizontal to verticalfractures



: N 126.8 E 145.0


: BH-03

: 6.95 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/23/2016 - 08/25/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

10.42

5.00

-2.63

-13.05

14.00 - 15.50

15.50 - 17.00

17.00 - 18.50

18.50 - 20.00

20.00 - 21.50

21.50 - 23.00

23.00 - 24.50

24.50 - 25.00

: Vertical

: Hydraulic Rotary

40.9

51

: HX:6.50m/NX:9.50m

15.50

17.00

18.50

20.00

21.50

23.00

24.50

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

84

96

96

94

87

94

100

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.6

15

67

92

70

90

15

79

92

78

90

42

44

7


1.50 m to 7.50 m - Medium dense to dense brown to darkbrownish grey gravelly SAND/sandy GRAVEL (Filled upMaterial)

7.50 m to 7.55 m - Very dense brown weathered rockfragments of Volcanic Breccia7.55 m to 25.00 m - Moderately strong to Strong slightlyweathered brown to grey intact VOLCANIC BRECCIA withsubhorizontal fracturesfrom 7.55 m to 9.00 m - moderately weathered Volcanicbreccia



: N 119.6 E 125.0


: BH-04

: 7.07 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/21/2016 - 08/23/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

8/10/10

6/9/15

10/11/13

7/14/15

R

20

24

24

29

450

1.50

6.00

0.0517.45

7.07

5.57

-0.43-0.48

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.557.55 - 9.00

9.00 - 10.50

10.50 - 12.00

12.00 - 13.50

13.50 - 15.00

: Vertical

: Hydraulic Rotary

46.3

31.8

: HX:5.50m/NX:9.00m

0.50

1.95

3.45

4.95

6.45

7.55

9.00

10.50

12.00

13.50

15.00

: HX/NX

: 54

41

47

10


: Double Tube

: IMP Bit

: Water

23

92

96

96

97

17

9

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.7

76

78

88

68

80

70

55

78

78

88

73

80

71

61

7.55 m to 25.00 m - Moderately strong to Strong slightlyweathered brown to grey intact VOLCANIC BRECCIA withsubhorizontal fractures

from 19.50 m to 21.00 m - Inclined (45 - 50 degree)fractures

from 24.00 m to 25.00 m - Weak Volcanic Breccia withsubhorizontal to inclined (35 - 45 degree) fractures



: N 119.6 E 125.0


: BH-04

: 7.07 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/21/2016 - 08/23/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

17.45 -0.4815.00 - 16.50

16.50 - 18.00

18.00 - 19.50

19.50 - 21.00

21.00 - 22.50

22.50 - 24.00

24.00 - 25.00

: Vertical

: Hydraulic Rotary

55.7

44.1

21.2

: HX:5.50m/NX:9.00m

16.50

18.00

19.50

21.00

22.50

24.00

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

93

90

90

100

93

98

85

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.8

0

0

50

63

60

0

0

56

69

60

1

44

0.00 m to 3.00 m - SAND, GRAVEL & BOULDER (Filled upMaterial)

from 1.50 m to 1.54 m - No Recovery

3.00 m to 6.00 m - Medium dense dark brown sandyGRAVEL with pieces of bricks (Filled up Material)

4.50 m to 6.05 m - Medium dense dark greyish browngravelly SAND (Filled up Material)

from 6.00 m to 6.05 m - No Recovery6.05 m to 7.50 m - Coarse GRAVEL & COBBLES (Filled upMaterial)

7.50 m to 11.00 m - Medium dense brownish grey gravellySAND with silt & clay

From 9.00 m to 9.45 m - clayey sandy Gravel

11.00 m to 11.04 m - Very dense brownish grey weatheredrock fragments of Volcanic Breccia11.04 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered greyish brownto greenish grey intact VOLCANIC BRECCIA with horizontalto subhorizontal fractures

from 11.04 m to 17.00 m - Subhorizontal to horizontalfracturesFrom 12.50 m to 14.00 m - Very weak Volcanic breccia



: N 114.2 E 163.2


: BH-05

: 6.80 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/11/2016 - 08/13/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

R

9/10/12

8/11/13

R

6/7/7

7/8/10

10/10/13

R

563

22

24

450

14

18

23

563

3.00

1.50

1.55

1.45

3.50

0.0413.96

6.80

3.80

2.30

0.75

-0.70

-4.20-4.24

0.00 - 0.50

1.50 - 1.541.54 - 3.00

3.00 - 3.45

4.50 - 4.95

6.00 - 6.056.05 - 7.50

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

11.00 - 11.0411.04 - 12.50

12.50 - 14.00

: Vertical

: Hydraulic Rotary

7.9

: HX:5.00m/NX:11.00m

0.50

1.54

3.00

3.45

4.95

6.05

7.50

7.95

9.45

10.95

11.04

12.50

14.00

: HX/NX

: 54

96

32


: Double Tube

: IMP Bit

: Water

20

12

73

80

80

3

24

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.9

62

62

41

72

71

76

98

62

67

53

74

71

80

98

11.04 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered greyish brownto greenish grey intact VOLCANIC BRECCIA with horizontalto subhorizontal fractures

from 21.50 m to 23.00 m - Subhorizontal to inclinedfractures



: N 114.2 E 163.2


: BH-05

: 6.80 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/11/2016 - 08/13/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

13.96 -4.2414.00 - 15.50

15.50 - 17.00

17.00 - 18.50

18.50 - 20.00

20.00 - 21.50

21.50 - 23.00

23.00 - 24.50

24.50 - 25.00

: Vertical

: Hydraulic Rotary

16.9

20.7

41.8

30.6

: HX:5.00m/NX:11.00m

15.50

17.00

18.50

20.00

21.50

23.00

24.50

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

74

81

73

86

90

86

100

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.10

0

0

0

2

4

0

17

58

0.00 m to 3.00 m - SAND, GRAVEL & BOULDER (FilledupMaterial)

3.00 m to 4.50 m - Very dense dark grey GRAVEL (Filledup Material)

4.50 m to 6.00 m - Medium dense brown fine to mediumSAND with fine gravel (Filled up Material)

6.00 m to 7.50 m - Very dense dark grey GRAVEL (Filledup Material)

7.5 m to 9.0 m - Medium dense brown medium to coarseSAND with fine gravel

9.0 m to 10.4 m - Medium dense brown sandy GRAVEL

10.40 m to 10.50 m - Very dense greyish brown weatheredrock fragments of Volcanic Breccia10.50 m to 15.00 m - Moderately strong highly weatheredgreyish brown highly fractured non-intact VOLCANICBRECCIA



: N 109.0 E 143.6


: BH-06

: 7.12 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/13/2016 - 08/21/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

R

R

6/6/10

R

6/9/12

10/11/17

R

1125

563

16

1125

21

28

225

3.00

1.50

1.50

1.50

1.50

1.40

0.104.50

7.12

4.12

2.62

1.12

-0.38

-1.88

-3.28-3.38

0.00 - 0.50

1.50 - 1.52

3.00 - 3.04

4.50 - 4.95

6.00 - 6.02

7.50 - 7.95

9.00 - 9.45

10.40 - 10.5010.50 - 12.00

12.00 - 13.50

13.50 - 15.00

: Vertical

: Hydraulic Rotary

: HX:6.00m/NX:10.50m

0.50

1.52

3.04

4.95

6.02

7.95

9.45

10.50

12.00

13.50

15.00

: HX/NX

: 54

81

34


: Double Tube

: IMP Bit

: Water

25

26

40

2

8

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.11

48

67

66

52

56

58

86

60

67

72

52

58

66

86

15.00 m to 16.50 m - Moderately strong to Moderately weakmoderately weathered to highly weathered greyish brownintact VOLCANIC BRECCIA with subhorizontal fractures

16.50 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered greyish brownto grey intact VOLCANIC BRECCIA with subhorizontal toinclined fractures

from 18.00 m to 19.50 m - Horizontal to subhorizontalfractures

from 19.50 m to 21.00 m - Slightly weathered to moderatelyweathered Volcanic breccia

From 21.00 m to 22.50 m - Very weak Volcanic breccia



: N 109.0 E 143.6


: BH-06

: 7.12 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/13/2016 - 08/21/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

1.50

8.50

-7.88

-9.38

15.00 - 16.50

16.50 - 18.00

18.00 - 19.50

19.50 - 21.00

21.00 - 22.50

22.50 - 24.00

24.00 - 25.00

: Vertical

: Hydraulic Rotary

25.8

8

24.1

: HX:6.00m/NX:10.50m

16.50

18.00

19.50

21.00

22.50

24.00

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

86

96

97

94

92

97

96

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.12

0

12

69

62

1

22

74

69

0

5

7

5

10

0.00 m to 1.50 m - Grey SAND, GRAVEL & AGGREGATE(Filled up Material)

1.50 m to 7.50 m - Medium dense to dense brownish greymedium to coarse SAND with fine gravel (Filled up Material)

7.50 m to 10.00 m - Medium dense grey clayey fine tomedium SAND

10.00 m to 10.20 m - Very dense brown weathered rockfragments of Volcanic Breccia10.20 m to 11.50 m - Moderately strong moderatelyweathered brown non-intact highly fractured VOLCANICBRECCIA11.50 m to 25.00 m - Very weak to Weak moderatelyweathered to slightly weathered greyish brown to greenishgrey intact VOLCANIC BRECCIA with subhorizontal tohorizontal fracturesfrom 11.50 m to 13.00 m - Highly fractured Volcanic breccia



: N 115.2 E 172.5


: BH-07

: 6.44 w.r.t. CD

: 25.00 w.r.t. EGL

: 09/04/2016 - 09/07/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

8/10/11

9/12/15

10/10/19

12/18/20

4/5/6

2/4/6

50(5)

21

27

29

38

11

10

300

1.50

6.00

2.50

0.201.30

13.50

6.44

4.94

-1.06

-3.56-3.76

-5.06

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.00 - 10.2010.20 - 11.50

11.50 - 13.00

13.00 - 14.50

: Vertical

: Hydraulic Rotary

9.3

: HX:6.00m/NX:11.00m

0.50

1.95

3.45

4.95

6.45

7.95

9.45

10.20

11.50

13.00

14.50

: HX/NX

: 54

92

75

76

15

7


: Double Tube

: IMP Bit

: Water

50

58

98

76

8

20

17

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.13

30

58

80

92

77

76

72

69

88

92

86

96

11.50 m to 25.00 m - Very weak to Weak moderatelyweathered to slightly weathered greyish brown to greenishgrey intact VOLCANIC BRECCIA with subhorizontal tohorizontal fractures



: N 115.2 E 172.5


: BH-07

: 6.44 w.r.t. CD

: 25.00 w.r.t. EGL

: 09/04/2016 - 09/07/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

13.50 -5.0614.50 - 16.00

16.00 - 17.50

17.50 - 19.00

19.00 - 20.50

20.50 - 22.00

22.00 - 23.50

23.50 - 25.00

: Vertical

: Hydraulic Rotary

14.3

12.5

10.3

: HX:6.00m/NX:11.00m

16.00

17.50

19.00

20.50

22.00

23.50

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

96

100

100

100

96

100

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.14

0

0

99

0

3

99

58

7

0

0.00 m to 1.50 m - Grey SAND, GRAVEL & AGGREGATE(Filled up Material)

1.50 m to 11.50 m - Medium dense to dense brownish greyto brown medium to coarse SAND with fine gravel (Filled upMaterial)

From 3.00 m to 3.45 m - sandy Gravel

11.50 m to 11.70 m - Very dense brown weathered rockfragments of Volcanic Breccia11.70 m to 14.50 m - Weak to Moderately strong highlyweathered brown intact highly fractured VOLCANICBRECCIA

14.50 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered greenish greyto brownish grey intact VOLCANIC BRECCIA with widelyspaced horizontal to subhorizontal fractures



: N 103.0 E 156.8


: BH-08

: 6.69 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/30/2016 - 09/04/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

4/6/7

10/10/8

8/12/13

9/9/10

12/15/13

10/12/19

12/18/22

50(5)

13

18

25

19

28

31

40

300

1.50

10.00

0.202.80

10.50

6.69

5.19

-4.81-5.01

-7.81

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

11.50 - 11.7011.70 - 13.00

13.00 - 14.50

: Vertical

: Hydraulic Rotary

36.2

: HX:7.00m/NX:14.00m

0.50

1.95

3.45

4.95

6.45

7.95

9.45

10.95

11.70

13.00

14.50

: HX/NX

: 54

34

88

92


: Double Tube

: IMP Bit

: Water

15

28

100

8

5

8

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.15

56

46

94

86

84

86

58

58

94

86

88

90

14.50 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered greenish greyto brownish grey intact VOLCANIC BRECCIA with widelyspaced horizontal to subhorizontal fractures

from 17.50 m to 19.00 m - Highly fractured Volcanic breccia



: N 103.0 E 156.8


: BH-08

: 6.69 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/30/2016 - 09/04/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

10.50 -7.8114.50 - 16.00

16.00 - 17.50

17.50 - 19.00

19.00 - 20.50

20.50 - 22.00

22.00 - 23.50

23.50 - 25.00

: Vertical

: Hydraulic Rotary

22.5

13.6

20.4

: HX:7.00m/NX:14.00m

16.00

17.50

19.00

20.50

22.00

23.50

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

88

84

96

94

97

100

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.16

0

42

73

0

42

77

21

74

0.00 m to 1.50 m - RCC (Filled up Material)

1.50 m to 9.00 m - Medium dense to very dense darkbrownish grey medium to coarse SAND with fine gravel(Filled up Material)

9.00 m to 11.40 m - Medium dense dark brown sandyGRAVEL

11.40 m to 11.50 m - Very dense dark brown weatheredrock fragments of Volcanic Breccia11.50 m to 13.50 m - Weak to Moderately strong highlyweathered to moderately weathered brown to pale reddishbrown intact highly fractured VOLCANIC BRECCIA withvery closely spaced horizontal fractures

13.50 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered brown to darkgreenish grey VOLCANIC BRECCIA with very closely towidely spaced subhorizontal to horizontal fractures



: N 93.9 E 139.5


: BH-09

: 6.99 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/28/2016 - 08/30/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

6/8/12

10/8/15

9/13/16

50(5)

11/11/16

10/12/13

12/12/15

R

20

23

29

300

27

25

27

225

1.50

7.50

2.40

0.102.00

11.50

6.99

5.49

-2.01

-4.41-4.51

-6.51

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.20

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

11.40 - 11.5011.50 - 12.50

12.50 - 13.50

13.50 - 15.00

: Vertical

: Hydraulic Rotary

16.7

: HX:4.50m/NX:12.00m

0.50

1.95

3.45

4.95

6.20

7.95

9.45

10.95

11.50

12.50

13.50

15.00

: HX/NX

: 54

75

19


: Double Tube

: IMP Bit

: Water

20

61

96

4

7

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.17

44

77

83

89

93

89

100

64

86

86

93

93

89

100

13.50 m to 25.00 m - Weak to Moderately strongmoderately weathered to slightly weathered brown to darkgreenish grey VOLCANIC BRECCIA with very closely towidely spaced subhorizontal to horizontal fracturesfrom 15.00 m to 16.50 m - Slightly weathered to moderatelyweathered Volcanic breccia



: N 93.9 E 139.5


: BH-09

: 6.99 w.r.t. CD

: 25.00 w.r.t. EGL

: 08/28/2016 - 08/30/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

11.50 -6.5115.00 - 16.50

16.50 - 18.00

18.00 - 19.50

19.50 - 21.00

21.00 - 22.50

22.50 - 24.00

24.00 - 25.00

: Vertical

: Hydraulic Rotary

18.4

32

17.2

: HX:4.50m/NX:12.00m

16.50

18.00

19.50

21.00

22.50

24.00

25.00

: HX/NX

: 54


: Double Tube

: IMP Bit

: Water

94

96

96

97

96

94

100

Laye

rth

ickn

ess

(m)

Project

Client

Drilling method

Casing size

Core diameter, mm

Equipment


Casing depth (m)

Borehole No.

Co-ordinates

R.L. (m)

T.D. (m)

Date

Dep

th b

elow

EG

L (m

)

Sam

ple

& in

situ

test

dep

th (m

)

Sam

ple

Type

Sym

bol

RL

(m) w

.r.t.

CD

Description



T.D.EGL



Water Depth (m)

Date Depth (m)


UC

S (R

ock)

, MP

a

UCS

SC

R, %

RQ

D, %



TCR

, %




- Rock Core


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

Cu

(UU

T), k

Pa


Location

Type of core barrel

Type of Bit





R - SPT Refusal

Blo

w C

ount

s

IIIIIIIVVVI

- Fresh



- Highly weathered


SP

T "N

" Val

ueDrilling Fluid



PLI


Tota

l Fin

es, %

- Wash Boring

Plate C1.18

Fugro Document No. 16-1458 Appendix D



GT/1458/16/R1/96

21/9/2016

Customer Add. Date Test Started 1/9/2016

FGTL Project No Date Test Completed 21/9/2016

Strength Tests

*Direct Shear

Fine Medium Coarse Bulk Dry

IS : 2720 (Part 13)

IS 2720 (Part 3)

IS 2720 (Part 2)

IS 2720 (Part 27)

BS 1377 (Part 3)

IS 2720 (Part 26)

3.00 3.45 NS 2.671 36 61 0 1 35.3 0.0432 0.0106 7.95

7.50 7.95 NS 2.660 34 29 4 23 30.9

3.00 3.45 NS 2.670 11 18 8 54 21.0

6.00 6.45 2.648 49 27 7 6 30.0 1.72 1.32 0.0412 0.0099 8.06

1.50 1.95 2.661 7 58 21 13 6.2 1.18 1.11

4.50 4.95 NS 2.651 31 56 5 4 13.9 1.02 0.90

3.00 3.45 NS 2.699 7 10 9 23 9 42 7.5

6.00 6.45 2.671 13 29 5 44 10.0 NS NS NS

4.50 4.95 2.651 32 62 2 1 42.7 1.46 1.02

9.00 9.45 NS 2.627 8 20 4 44 21.0 0.0526 0.0092 8.1

4.50 4.95 2.712 22 52 7 17 8.3 1.65 1.52

9.00 9.45 NS 2.715 9 19 6 58 12.0

3.00 3.45 0/26 2.680 82 10 0 0 38.1 1.80 1.30

6.00 6.45 2.670 5 15 55 18 2 5 33.3 1.86 1.40

9.00 9.45 2.668 10 7 27 44 5 7 25.9 2.27 1.80 0.0486 0.0085 7.86

3.00 3.45 NS 2.690 9 19 6 58 32.1 1.81 1.37

6.00 6.45 2.650 22 56 10 7 21.0 1.90 1.57

9.00 9.45 NS 2.660 31 59 2 0 35.2 1.89 1.40

3.00 3.45 NS 2.680 34 40 1 21 25.0

9.00 3.45 NS 2.702 5 11 3 74 18.0

BH-06

BH-09

BH-02

BH-03

BH-04

BH-05

BH-07

BH-08

BH-01

*Density, g/ccParticle Size Distribution (%)

BS: 1377 Part 2 Cl.7.2.3.3Standard followed

This report is not to be reproduced wholly or in part and cannot be used as evidence in the Court of law and should not be used in any advertising media without our special permission in writing

The results listed refer only to the tested sample(s) and Parameter(s).

The samples will be destroyed after 15 days from the date of issue of test certificate unless otherwise specified.

Endorsement of products is neither inferred nor implied.

Format No.FM-LTR-1; Issued on : 1/11/2007; Revised on: 28/06/2015; Revision No. 02

Notes: -

----END OF REPORT----Test with * mark are not under NABL accreditation scope

IS 2720 (Part 5) IS 2720 (Part 4)

Notes: - NS-sample not sufficient for test

Sand

CLASSIFICATION TESTS

Gravel

Depth (m)

ToSp. Gravity

Chloride(%)From

FUGRO GEOTECH (INDIA) PVT. LTD.Plot No. 51, Sector-6,Sanpada, Navi Mumbai-400 705 India.Phone: +912265168662/5674 Fax :+912227754011 Email : [email protected]

pH

LABORATORY TEST REPORT - SOIL SAMPLES

Project

BH. NO.

c,( kPa,deg)

Land based Geotechnical Investigation & NDT of Alcock Yard, Mazgaon Dock.

SiltClay

Remarks

CHEMICAL TEST ON SOIL SAMPLES

Sulphate content in

terms of SO4

(%)

16-1458

Atterberg Limits (%)

WL

Moisture Content (%)

WP IP

2

10

4

7

3

24

2

8

1

4

Report No.

Report Date

NS

NS

NS

NS

Mazgaon Dock Ltd.

9

11

8

NS

NS

NS

9

NP

8

8

5

T ‐3568 T‐3569

Plate D1. Authorised By : Aloke Samanta Laboratory Manager

GT/1458/16/R1/96

Report Date 21/9/2016


FGTL Project No. Date Test Completed 20/9/2016

From To From To c, MPa Ø, Deg

IS 8764IS 9143:1979

(Reaffirmed 2011)IS 9221: 1979

(Reaffirmed 2001)

8.50 10.00 Saturated 11.066 5.451 2.49 2.55 -- 59.5 66.5 43.6

10.00 11.50 Saturated -- -- -- -- -- -- 5 53

11.50 13.00 Saturated 10.822 5.458 2.49 2.56 -- -- -- 48.4 1.11E+04

13.00 14.50 Saturated 11.737 5.424 2.45 2.54 4.25 -- -- --

14.50 16.00 Saturated 10.981 5.467 2.47 2.55 -- -- -- 26.1

16.00 17.50 Saturated 8.708 5.452 2.58 2.63 0.18 58.3 65.3 --

17.50 19.00 Saturated 11.017 5.476 2.35 2.44 -- -- -- 38.9 7 52

20.50 22.00 Saturated 10.991 5.45 2.50 2.56 -- -- -- 56.7

22.00 23.50 Saturated 10.282 5.458 2.44 2.53 1.40 -- -- --

23.50 25.00 Saturated 10.984 5.475 2.39 2.50 -- -- 53.9

7.55 9.00 Saturated 9.943 5.487 2.44 2.51 0.35 -- -- -- Vertical and Horizontal veins, Failure along Joints

9.00 10.50 Saturated 11.175 5.448 2.29 2.45 -- 54.6 61.6 37.2

10.50 12.00 Saturated 4.937 5.454 2.44 2.53 0.40 -- -- -- 6.0 53.0

13.50 15.00 Saturated 11.127 5.454 2.45 2.54 -- -- -- 33.4

15.00 16.50 Saturated -- -- -- -- -- -- 9.0 50.0

16.50 18.00 Saturated 10.818 5.468 2.47 2.56 -- -- -- 43.5 1.01E+04

18.00 19.50 Saturated 10.367 5.458 0.25 2.56 0.88 -- -- --

21.00 22.50 Saturated 11.263 5.470 2.50 2.57 -- -- -- 49.3

22.50 24.00 Saturated -- -- -- -- -- -- 2.0 52.0

24.00 25.00 Saturated 11.097 5.467 2.49 2.57 -- -- -- 50.9

BH-01

Borehole No. / Customer Ref.*Dry

Density(g/cc)

*Rock Triaxial (Saturated)

IS:13047ISRM


LABORATORY TEST REPORT - ROCK SAMPLES

Project

Modulus of Elasiticity (Mpa)t

Remarks

Standard Followed IS.13030.1991

SampleDepth(m) Condition during

Strength testDiameter

(cm)

16-1458

Length (cm)

*Saturated Density(g/cc)

Report NoLand based Geotechnical Investigation & NDT of Alcock Yard, Mazgaon Dock.

Mazgaon Dock Ltd.

BH-02

*Point Load Index Strength

(Is)50 (MPa)

Corrected Uniaxial Compressive Strength

(Saturated ) MPa

*Schimdt's Rebound hardness (Mpa)

T ‐ 3569

Plate D2. 1 Authorised By : Aloke Samanta Laboratory Manager

GT/1458/16/R1/96






Density(g/cc)




Project


Remarks



(cm)

16-1458

Length (cm)



Mazgaon Dock Ltd.


(Is)50 (MPa)


(Saturated ) MPa


T ‐ 3569

11.00 12.50 Saturated 11.082 5.442 2.38 2.50 -- 55.4 62.4 24.3

12.50 14.00 Saturated -- -- -- -- -- -- 7.0 49.0

15.50 17.00 Saturated 8.769 5.448 2.09 2.27 0.18 -- -- --

17.00 18.50 Saturated -- -- -- 43.0 50.0 --

18.50 20.00 Saturated 10.164 5.446 2.40 2.48 0.18 -- -- --

20.00 21.50 Saturated 11.074 5.444 2.44 2.53 -- -- -- 40.9

21.50 23.00 Saturated -- -- -- -- -- -- 6 46

23.00 24.50 Saturated 11.037 5.454 2.44 2.51 -- -- -- 51.0

24.50 25.00 Saturated 11.114 5.441 2.52 2.58 0.53 -- -- --

9.00 10.50 Saturated 10.96 5.462 2.53 2.58 -- 42.3 49.3 46.3

10.50 12.00 Saturated 10.878 5.443 2.44 2.53 2.47 -- -- -- 9 49

12.00 13.50 Saturated 10.983 5.440 2.49 2.55 -- -- -- 31.8

15.00 16.50 Saturated 11.088 5.440 2.59 2.63 -- -- -- 55.7 9.12E+03

16.50 18.00 Saturated 12.486 5.436 2.38 2.49 0.71 -- -- -- 8 49

19.50 21.00 Saturated 11.068 5.431 2.41 2.52 -- -- -- 44.1

21.00 22.50 Saturated -- -- -- -- -- -- 5 59

22.50 24.00 Saturated 8.796 5.444 2.35 2.48 0.35 -- -- --

24.00 25.00 Saturated 11.122 5.431 2.49 2.58 -- -- -- 21.2

BH-03

BH-04


GT/1458/16/R1/96






Density(g/cc)




Project


Remarks



(cm)

16-1458

Length (cm)



Mazgaon Dock Ltd.


(Is)50 (MPa)


(Saturated ) MPa


T ‐ 3569

11.04 12.50 Saturated 9.196 5.480 2.40 2.49 0.17 -- -- --

12.50 14.00 Saturated 10.922 5.462 2.34 2.46 -- 38.9 45.9 7.9 Inclined joint observed

14.00 15.50 Saturated -- -- -- -- -- -- 2 47

15.50 17.00 Saturated 11.052 5.457 2.35 2.45 -- -- -- 16.9 6.54E+03

17.00 18.50 Saturated 11.022 5.455 2.34 2.44 -- -- -- 20.7 Vertical joint observed

18.50 20.00 Saturated 10.137 5.453 2.36 2.48 0.18 -- -- --

20.00 21.50 Saturated 10.874 5.468 2.47 2.52 -- -- -- 41.8

21.50 23.00 Saturated -- -- -- -- -- -- 4 53

24.50 25.00 Saturated 10.891 5.468 2.38 2.46 -- -- -- 30.6

16.50 18.00 Saturated 9.128 5.460 2.37 2.45 0.88 -- -- --

18.00 19.50 Saturated 10.997 5.451 2.47 2.51 -- -- -- 25.8

19.50 21.00 Saturated 5.715 5.456 2.45 2.53 0.40 -- -- -- 8 43 Inclined joint observed

21.00 22.50 Saturated 11.016 5.446 2.45 2.51 -- -- -- 8.0 Horizontal joint observed

22.50 24.00 Saturated 11.168 5.454 2.48 2.56 -- -- -- 24.1 4.86E+03

24.00 25.00 Saturated 11.246 5.444 2.40 2.52 -- -- -- -- 6 51

11.50 13.00 Saturated 8.615 5.452 2.30 2.43 0.18 --

13.00 14.50 Saturated 10.973 5.438 9.3

14.50 16.00 Saturated 10.795 5.475 2.31 2.44 50.0 57.0

16.00 17.50 Saturated 8.611 5.474 0.17

17.50 19.00 Saturated 10.972 5.448 14.3

19.00 20.50 Saturated 4.651 5.448 0.53 3 43

20.50 22.00 Saturated 10.961 5.464 12.5

22.00 23.50 Saturated 7.451 5.475 0.87 3 46

23.50 25.00 Saturated 10.844 5.474 10.3

BH-07

BH-06

BH-05


GT/1458/16/R1/96






Density(g/cc)




Project


Remarks



(cm)

16-1458

Length (cm)



Mazgaon Dock Ltd.


(Is)50 (MPa)


(Saturated ) MPa


T ‐ 3569

14.50 16.00 Saturated 11.083 5.464 2.49 2.55 59.5 66.5 36.2

16.00 17.50 Saturated 3 48

17.50 19.00 Saturated 11.132 5.462 0.88 22.5

20.50 22.00 Saturated 11.120 5.448 13.6

22.00 23.50 Saturated 7.626 5.460 2.29 2.41 0.53 37.6 44.6 6 43

23.50 25.00 Saturated 11.047 5.484 20.4

12.50 13.50 Saturated 11.115 5.440 2.31 2.43 -- 34.1 39.1

13.50 15.00 Saturated 11.040 5.471 16.7

15.00 16.50 Saturated 10.817 5.475 1.92

16.50 18.00 Saturated 4 47

18.00 19.50 Saturated 11.091 5.477 18.4

21.00 22.50 Saturated 10.982 5.475 2.36 2.47 65.3 72.3 32.0

22.50 24.00 Saturated 4 53

24.00 25.00 Saturated 11.024 5.474 17.2

Abbreviations used

Notes :

BH-08

BH-09

The samples will be destroyed after 15 days from the date of issue of test certificate unless otherwise specified.

This report is not to be reproduced wholly or in part and cannot be used as evidence in the Court of law and should not be used in any advertising media without our special permission in writing

----END OF REPORT----

The results listed refer only to the tested sample(s) and Parameter(s). Endorsement of products is neither inferred nor implied.

Format No. FM-LTR-2 ; Issued on 01/11/2007; Revised on 28/06/2015; Revision No.02

Test with * mark are not under NABL accreditation scope

m - Meter, cm - Centimeter, Mpa - Mega pascal, C - Cohesion, Ø - Angle of internal friction



Title : Particle Size Distribution

Medium Coarse Coarse

61 0 4


18 8 7

Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)

11

Cc

54

1.288D30 D60

119.7950.000Cu

0.000

119

BH-02 3.00-3.45

Clay

D10

Silt

. Input for C

34

13.704

29

CcCu

Fine MediumSilt

Depth (m)

16-1458

02/09/16

MediumFineGravel

Sand

Sample ID No.16-04903

Depth (m)

FGTL Project No.

23

6.00-6.45

D30 Cc

BH. No. Sample ID No.16-04529

D10

BH-02

0.000

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-01

Clay

D60

BH. No.

FineSilt

BH-01Sample ID No.

Clay

Depth (m) 16-04902

Coarse SandCuD30

Customer :

2

Project :

Gravel

D60

BH. No.

0.769

16-04528

Coarse Sand

7.50-7.95


Mazgaon Dock Ltd. Method of Test IS : 2720 (Part - 4)

36

Sample ID No.

GravelSandFine

Sand

1

3.00-3.45

4.329 0.000Cc

0.817

Silt Sand

D10

10

Clay

649 27

1.1415.605

Gravel

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100Particle Diameter (mm)

Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.1




58 21 5


23 9 5


7 10

Cc

42

0.000 NAD30 D60

NA

9

BH-04 3.00-3.45

Clay

D10

Silt

. Input for C 0.000Cu

Fine MediumSilt

16-1458

02/09/16

MediumFineGravel

Sand


Depth (m)

FGTL Project No.

4

6.00-6.45

D30 Cc


D10

BH-04

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-03

Clay

D60

Depth (m)

BH. No.

FineSilt

BH-03Sample ID No.

Clay

Depth (m) 16-04540

Coarse SandCuD30

Customer :

1

Project :

Gravel

D60

BH. No.

0.907

16-04551

Coarse Sand

4.50-4.95



Sample ID No.

GravelSandFine

13

1.50-1.95

3.704 0.000Cc

1.571

Silt Sand

D10

7

13 29

1.30460.254CcCu

4

9

Clay

44

GravelSand

0.000

31

5.476

56

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.2




62 2 4


52 7 6


14 10

Cc

17

0.000 1.068D30 D60

5.941

222

BH-06 4.50-4.95

Clay

D10

Silt

. Input for C 0.000Cu

8

NA

20

CcCu

Fine MediumSilt

Depth (m)

16-1458

02/09/16

MediumFineGravel

Sand


Depth (m)

FGTL Project No.

44

9.00-9.45

D30 Cc


D10

BH-06

--

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-05

Clay

D60

BH. No.

FineSilt

BH-05Sample ID No.

Clay

Depth (m) 16-04562

Coarse SandCuD30

Customer :

3

Project :

Gravel

D60

BH. No.

NA

16-04573

--

9.00-9.45



32

Sample ID No.

GravelSandFine

Sand

1

4.50-4.95

5.072 --Cc

0.843

Silt Sand

D10

8

Clay

589 19

2.03474.959

Gravel

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.3




10 0 2


44 5 6


8

Clay

589 19

2.03474.959

GravelSand

0

3.00-3.45

2.945 0.000Cc

1.237

Silt Sand

D10

Sample ID No.

GravelSandFine



Project :

Gravel

D60

BH. No.

NA

16-04941

Coarse Sand

6.00-6.45

Coarse SandCuD30

Customer :

8 82

BH. No.

FineSilt

BH-07Sample ID No.

Clay

Depth (m) 16-04940

0.000

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-07

Clay

D60

FGTL Project No.

5

3.00-3.45

D30 Cc


D10

BH-08Depth (m)

16-1458

20/09/16

MediumFineGravel

Sand


Depth (m)

55

NA

18

CcCu

Fine MediumSilt

27

BH-07 9.00-9.45

Clay

D10

Silt

. Input for C 0.000 NAD30 D60

NACu

10 7

5 15

Cc

7

0.000

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.4




56 10 2


##### ### 0


Depth (m)

Sand

100

Clay

Cc

#DIV/0!

#DIV/0! #DIV/0!D30 D60

#DIV/0!

#DIV/0!#DIV/0!

BH-07 0

Clay

D10

Silt

#DIV/0! #DIV/0!Cu

31

10.847

59

CcCu

Fine MediumSilt

16-1458

20/09/16

MediumFineGravel

Sand


Depth (m)

FGTL Project No.

0

D30 Cc

BH. No. Sample ID No.0

D10

0

0.000

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-08

Clay

D60

BH. No.

Silt

BH-08Sample ID No.

Clay

16-04927

CuD30

Customer :

5 22

Fine

Depth (m)

Project :

Gravel

D60

BH. No.

2.075

0

Coarse Sand

9.00-9.45



Sample ID No.

GravelSandFine

7

6.00-6.45

2.945 0.000Cc

1.237

Silt Sand

D10

Coarse Sand

Gravel

8

00 0

NANA

0

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.5




40 1 3


##### ### ####


#DIV/0!

Clay

#DIV/0!#DIV/0! #DIV/0!

#DIV/0!#DIV/0!

GravelSand

21

3.00-3.45

6.343 0.000Cc

0.725

Silt Sand

D10



Project :

Gravel

D60

BH. No.

8.786

0

Coarse Sand

9.00-9.45

Coarse SandCuD30

Customer :

4 34

FineSilt

BH-09Sample ID No.

Clay

Depth (m) 16-04914

Date

BH. No. Depth (m)

0.000 0.000Cu

BH-09

Clay

D60

BH. No.

74

0

D30 Cc

BH. No. Sample ID No.0

D10

0

0.000

16-1458

15/09/16

MediumFineGravel

Sand


Depth (m)

FGTL Project No.

5

51.474

11

CcCu

Fine MediumSilt

#DIV/0!#DIV/0!

0 0

Clay

D10

Silt

#DIV/0! #DIV/0! #DIV/0!D30 D60

#DIV/0!#DIV/0!Cu

7

Cc

#DIV/0!

Depth (m) Sample ID No.

GravelSandFine

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Per

cen

tag

e F

iner

(%

)

0

10

20

30

40

50

60

70

80

90

100


Pe

rce

nta

ge

Fin

er

(%)

Plate D3.6

Project :

16-04940 BH No. BH-07 Depth (m)

50 100 150 c(kPa) 0.0

26.2 47.7 75.8 o 26.4

*Density and moisture content indicated above are of remoulded specimen.

Format No. FM-LTR-4 Issued on : 30/8/2014

FUGRO GEOTECH (INDIA) PVT.LTD.

Shear Stress (kPa) :

Normal Stress (kPa): Dry Density (g/cc)

Moisture Content (%) :

16-1458

21/9/2016

24.6

Consolidated Drained

Direct Shear Test (Small Shear Box)

Revision No.: 01

1.45

3.00-3.45 Date :FGTL Sample.No.


FGTL Project No.

Test Method : IS 2720 Part-13 Test Condition

Axial Stress vs Lateral Strain

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

0.000 2.000 4.000 6.000 8.000 10.000 12.000 14.000 16.000 18.000 20.000

Lateral Strain (%)

Sh

ear

Str

ess

(kP

a)

Normal Stress = 50 kPa



Normal Stress vs Axial Stress

y = 0.4955x + 0.3405

0

20

40

60

80

100

0 20 40 60 80 100 120 140 160 180 200

Normal Stress (kPa)

Sh

ear

Str

ess

(kP

a)

Plate D4.1 Authorised By : Aloke SamantaLaboratory Manager


Job No. 16-1458

BH. No. / Customer Ref. BH-01

Sample ID. 16-04905 Test Depth (m) 10.00-11.50 Test Date 20/9/2016

Test method : IS:13047 Test Condition : Saturated Nominal diameter 47 mm

Bulk Density (g/cc) 2.51 Bulk Density (g/cc) 2.56 Bulk Density (g/cc) 2.55

Confining Pressure (MPa) 0.0 Confining Pressure (MPa) 2.5 Confining Pressure (MPa) 5

Modulus of Elasticity (MPa) 3.542E+03 Modulus of Elasticity (MPa) 8.146E+03 Modulus of Elasticity (MPa) 7.018E+03

Shear strength (MPa) C u 13.0 Shear strength (MPa) C u 32.3 Shear strength (MPa) C u 31.7

Axial Strain at failure (%) 0.8 Axial Strain at failure (%) 1.0 Axial Strain at failure (%) 1.4

4.7 53.1

Format No.: FM-LTR-22 Issued on : 01/09/2014 Revised on. : NIL Revision No. : 00

Rock Triaxial Compression Test

Project : Land based Geotechnical Investigation & NDT of Alcock Yard, Mazgaon Dock.

Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)

Specimen 1 Specimen 3

Internal friction angle, (degree)

Authorised By :Aloke Samanta(Laboratory Manager)

Specimen Details

4.733

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.1


Job No. 16-1458









7.1 52.0


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


7.118

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.2


Job No. 16-1458









5.6 53.4


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


5.606

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.3


Job No. 16-1458









9.4 50.4




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

9.360

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.4


Job No. 16-1458









1.8 52.2


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


1.8100

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.5


Job No. 16-1458









6.8 48.9




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

6.776

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.6


Job No. 16-1458









6.0 46.3


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


5.971

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.7


Job No. 16-1458









9.2 49.1


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


9.162

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.8


Job No. 16-1458









8.3 49.2




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

8.299

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.9


Job No. 16-1458









4.9 59.0


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


4.937

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.10


Job No. 16-1458









1.8 46.5




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

1.7960

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.11


Job No. 16-1458









3.9 52.7


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


3.900

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.12


Job No. 16-1458









8.1 43.4




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

8.060

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.13


Job No. 16-1458









5.5 50.5


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


5.463

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.14


Job No. 16-1458









3.2 42.8




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

3.226

0

25

50

75

100

125

150

0 25 50 75 100 125 150

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.15


Job No. 16-1458









3.2 45.6


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


3.248

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.16


Job No. 16-1458









2.8 48.2




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

2.823

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.17


Job No. 16-1458









5.6 42.9


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


5.551

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.18


Job No. 16-1458









4.2 47.1




Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)




Specimen Details

4.196

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.19


Job No. 16-1458









3.6 53.1


Specimen Details





Specimen 2

Mohr Circle Plot

Cohesion, c (Mpa)


3.580

0

25

50

75

100

0 25 50 75 100

Normal Stress (MPa)

Sh

ea

r S

tre

ss

(M

Pa

)

Plate D5.20

Fugro Document No. 16-1458 Appendix E




1

SEA SYSTT ENGINEERING (I) PVT. LTD. SURVEY OF PROPOSED GRINDING UNIT AT KHARAGPUR,

TOPOGRAPHICAL SURVEY WORK FOR SUBMARINE

LAUNCH FACILITY AT ALCOCK YARD, MAZAGAON DOCK

SHIPBUILDERS LIMITED

REPORT NO: FGTL/SEA SYST /16/1458 30th September, 2016


2

SEA SYSTT ENGINEERING (I) PVT. LTD. SURVEY OF PROPOSED GRINDING UNIT AT KHARAGPUR,

TOPOGRAPHICAL SURVEY WORK FOR SUBMARINE

LAUNCH FACILITY AT ALCOCK YARD, MAZAGAON DOCK

SHIPBUILDERS LIMITED

September, 2016

REPORT NO: FGTL/SEA SYST/16/1458

REF No – SSE/ FUGRO/ 2016/33 dated 20/07/2016

FGTL Job No.: 16/1458

REPORT & DRAWING ISSUE STATUS

Sl.Num September,

2016

Topographical survey work for

submarine launch facility at

Alcock yard, Mazagaon dock

Shipbuilders Limited

SSG SNG SM

1 08/09 Submitted draft drawing

2 22/12 Submitted draft final drawing

3 30/12 Final submission of drawing and

report

Issue Date Description Prepared Checked Approved

Client : Sea Syst Engineering (I) Pvt. Ltd. Raheja Arcade, 217, Sakal Bhavan Rd, Sector 11, CBD Belapur, Navi Mumbai, Maharashtra 400614

Survey Consultant: FUGRO GEOTECH (I) PVT. LTD. Plot No 51, Sector 6, Sanpada, Navi Mumbai – 400 705, Maharashtra, India


3

TABLE OF CONTENTS

CONTENTS PAGE 0.0 Cover Page 1 0.0 Report Issue 2 0.0 Table of contents 3

1.0 Introduction ........................................................................................................................................4

2.0 Scope of Works ..................................................................................................................................4

3.0 Mobilization and Demobilization ......................................................................................................5

4.0 List of Instruments used ...................................................................................................................5

5.0 Topographical Survey of the Project ...............................................................................................5

5.1 Accuracy Estimation .................................................................................................................5

5.2 Referenec Survey Controls.......................................................................................................6

5.3 Control Points ............................................................................................................................6

5.4 Topographic Survey ..................................................................................................................6

5.5 Data Processing .........................................................................................................................7

6.0 Environmental Parameters ...............................................................................................................7

7.0 Health, Safety and Environment ......................................................................................................7

8.0 Conclusion .........................................................................................................................................8

Annexure 1: Topographical Drawings.


4

1.0 Introduction Sea Syst Engineering (I) Pvt. Limited intends to carry out a detailed Topographical Survey for the

Submarine Launch Facility at Alcock Yard, Mazagaon Dock Shipbuilders Ltd. It is proposed by Sea Syst

Limited herein referred as SSE to construct a Submarine Launch Facility at Alcock Yard. Fugro Geotech

(I) Pvt. Ltd. has been commissioned by SSE vide ref num SSE/ FUGRO/ 2016/33 dated 20/07/2016 to

carry out detailed topography survey using Total Station and Auto Level for the locations for the

aforementioned project. Accordingly Fugro Geotech (I) Pvt. Ltd (FGTL) has mobilized a survey team with

requisite and adequate survey instruments at Alcock Yard, Mazagaon Dock site to commence the survey

work.

The broad objectives of the survey are as follows:

• Topographical details with ground profile for submarine launch facility.

• Generation of contours for the area with the topographical details

Figure1: The Key map of the Submarine Launch Facility at Alcock Yard, MDL

2.0 Scope of Works

Scope of work for the survey campaign comprised of the followings:

Conducting a Topographical survey in land area for Submarine Launch Facility using Total Station

of one seconds accuracy and prepare Plans (Maps) on a scale of 1:500/ as mentioned in the

drawing taking all physical features.

Taking Spot Levels at 10X10m grid.

Generation of contours at 0.25m intervals.

Surveyed area


5

Conducted detailed survey work including the existing features like road, streams and ditches,

structures, trees, obstacles etc. with details levels of ground profile.

Preparation and submission of topographic drawing with contour of the project site.

3.0 Mobilization and Demobilization

The equipment and manpower were mobilized at the site on 25th July, 2016 and work started on 1st

August, 2016 after getting the gate passes for the survey personnel and survey equipments. The

detailed topographic survey and related survey works were completed on 20th August, 2016.

4.0 List of Instruments used

The list of instruments used for carrying out survey work is given below: – Leica Total Station (1” accuracy) - 1 No. used for the survey work.

Sokkia C-320 Auto Level (1mm accuracy) – 1 No. used for levelling work.

All related surveying accessories

5.0 Topographical Survey of the Project

The topographical survey completed includes desk top survey with the representatives of the Client

and collection of all the topographical details in the project area.

The field survey work included

Mobilization and demobilization of the required resources to complete the job as per

instruction of the client.

To ascertain the errors in survey

To generate the contour as per the topographical details.

To comply with survey requirements as elaborated to FGTL.

Preparation and submission of topographical survey drawings and reports

The survey was carried out by deploying the survey team consisting of one surveyor and one

survey assistant. All the survey work was duly monitored and necessary precautionary measures

was adequately taken to avoid any error during the survey operations. All survey equipment were

calibrated by third party and also checked at our base and in field as per our standard Calibration

Verification and Testing (CVT) procedure and according to standard survey practices.

5.1 Accuracy Estimation

All dimensional tolerances and accuracy were maintained in accordance with the contract standard

and specification. FGTL incorporated corrections (if any) to the linear ground measurement due to

differential corrections, standard errors and variations from standard temperature. The accuracy of

the survey work was assessed from time to time by matching the surveyed co-ordinates and

elevation with the client provided Master Control Points during the process of fieldwork. Entire


6

topographical survey work was carried out in accordance with the contract standard and

specification and/or as per the instruction of engineer-in-charge.

5.2 Referenec Survey Controls

The survey work was conducted based on the local coordinates, as no horizontal reference points

were provided by client. Elevations are based on the vertical reference w.r.t bollard 1 and bollard 2

as provided by client. The closing error is well under the permissible limit to the control points.

5.3 Control Points

The entire topographical survey was based on the following details as provided by client

Table 1: Details of the Control Points

Control Point Coordinates (Local Coordinate)

SL No. Easting Northing Elevation Pillar No.

1 200.00 100.00 6.953 Bollard -1

2 152.130 76.060 6.958 Bollard - 2

5.4 Topographic Survey

Survey work to locate all the features and boundaries was done using a precise Leica make 1” total

station by known station back sight/reference object method. Two precise tri batch / ranging poles

with circular prism were used to do the survey.

Total station method uses latest technique for ascertaining precise horizontal and vertical positions

in topographic survey staring from a known point and closing at the same point after making

traverse of the area in question. This method is the most reliable with least count up to1 second

accuracy.

FGTL surveyor has checked for terrain gradient by using Total stations. All over ground objects or

features like roads, foundations, shed, trees, fencing, bollards, railway tracks(if any) etc. falling

within the survey limit were surveyed. Standard survey format was used for record keeping. Spot

levels were taken at suitable grid intervals in the whole survey area using the Total Station. Spot

levels were taken more frequently in the terrain as per the requirement of client.

The site location of the submarine launch facility is inside the Mazagaon Dock, Alcock Yard

adjacent to the existing jetty. The site area is just in front of the submarine assembly shop. In front

of the submarine assembly shop there is a 15m wide black top road for internal mobilization within

the Alcock yard. A 3.5m wide footpath is running on the eastern side of the location connecting to

the blacktop road. Presence of a Chamber and shed is identified on the eastern side adjacent to the

existing footpath. A foundation of 23m X 13m size is identified in front of the jetty edge on the south

western side of the surveyed area. Another small foundation of 3.2m X 3.5m noticed in front of the

black top road on the western most side of the surveyed area. Besides that presence of 2

permanent bollards are observed at the jetty edge. The elevation of that bollard are used for the


7

entire survey. Existence of numerous manholes are well observed and the details are recoded and

furnished in the plot plan for every individual manholes. Two temporary bench marks based on the

local coordinates are established inside the submarine assembly shop as per client’s instruction.

The details of the established bench marks are described below:

Table 2: Details of the Bench Marks

Control Point Coordinates (Local Coordinate)

SL No. Easting Northing Elevation Pillar No.

1 111.792 152.376 6.696 BM -1

2 143.734 168.990 6.700 BM - 2

5.5 Data Processing

The data collected by the survey teams using Total Station and Auto Level instruments were

downloaded /recorded on daily basis on a laptop installed with the specialized software. Manual

booking of collected data was also done in the field book. These data were then checked and

analysed for their accuracy and for ambiguity, if any. After thorough checking it was then utilized for

preparing final maps with all the mentioned details as required by the client. Utmost care was taken

at all the time to maintain the standards, quality and accuracy in information collection, processing

and integration to meet the stringent quality control requirements of the client at every point of the

project.

The data acquired from topography using Total Station survey was downloaded on a laptop in the

form of binary digits in the X, Y, and Z format and stored in a text file. The text file is then coded as

per the required AutoCAD software format and loaded into the system. The X, Y, Z formatted text

file is first uploaded in AutoCAD software and in this particular software the plotting of contour at

0.25m interval has been generated. This plot along with other levelling data was then uploaded into

AutoCAD software in respective layers and final composite topographic map is prepared with all

different attributes designated in separate layers.

6.0 Environmental Parameters

Evidence of environmental sensitive areas were not observed within the premises. All the

noteworthy trees / bushes have been shown on the plan.

7.0 Health, Safety and Environment

During the field survey work FGTL surveyors and workmen have given high importance to maintain

the health, safety and environment standards at work place. The field survey work has been carried

out without any lost time due to reportable incident of injury to any workmen. FGTL surveyors and

workmen used proper PPE (Personnel Protection Equipments) at all the time during survey work.

Necessary safety pre-cautions were taken during the survey work. Precautions were also taken to

avoid any possible danger and hazard associated with the survey work. The site survey work was


8

done without damaging the environment in any aspect. Neither any tree has been cut to carry out

the survey work nor has any kind of activity contaminated the ground and water bodies or polluted

the environment.

8.0 Conclusion

The work was completed on 20th August 2016 safely with maximum accuracy and precision. The

field work was stopped several times due to natural hindrances in the form of heavy rainfall.

Adequate precaution were taken while continuing the work when climatic condition became

unfavorable in the form of rains and storms etc. This report presents the topographic details of the

site with the best possible information and conforms to the requirements furnished in the scope of

services. We express our sincere thanks to all the Sea Systt Engineering (I) Pvt. Ltd and Mazagaon

Dock Limited officials for extending their co-operation during the course of the work.


9

FIELD PHOTOGRAPHS


10

Bench Mark 1 inside the Submarine Assembly Shop

Bench Mark 2 inside the Submarine Assembly Shop


11

Jetty edge - 1

Inside the Submarine assembly shop


12

Surveying with Total Station on top of the existing Bollard


13

Transferring the level from the existing Bollard


14

Jetty Edge -2

Jetty Edge -3


15

Annexure 1

Topographical drawings of the project area

100 E

125 E

150 E

175 E

200 E

ROAD

ROAD

BOLLARD-1

200.00E

100.00N

BOLLARD-2

152.13E

76.060N

FOUNDATION

FOUNDATION

SHED

JETTY EDGE

JETTY EDGE

FOOTPATH

FOOTPATH

CHAMBER

SUBMARINE

ASSEMBLY

SHOP

BM-2

E 143.734

N 168.990

RL 6.700

BM-1

E 111.792

N 152.376

RL 6.696 100 E

125 E

150 E

175 E

200 E

JETTY EDGE

JETTY EDGE

101.549E

61.690N

107.231E

50.932N

167.540E

82.088N

179.596E

88.670N

201.112E

99.573N203.301E

117.934N

194.634E

112.722N

185.717E

91.661N

182.861E

90.093N

Survey Agency:

PROJECT TITLE

DRAWING TITLE

Consultant :

SEA SYST ENGINEERING (I) PVT. LTD.217, Raheja Arcade, Sakal Road, Sector 11,CBD Belapur, Navi Mumbai(INDIA)

REFERENCE POINTS CO-ORDINATEREF.

POINT EASTING NORTHING ELEVATION

200.000 100.000Bollard-1152.130 76.060Bollard-2

LEGEND

ROAD

SPOT LEVEL

FOOTPATH

MANHOLE

SHED

JETTY EDGE

BOLLARDCHAMBER

Description : Surveyed : Drawn : Chkd : Appr :PJ SA SSG SNG

Date :Rev. No :11/08/2016

DRAWING NO.JOB NO. SHEETSCALE

0 ISSUED FOR APPROVAL

PAPER

16-1458 1:500A3

FUGRO GEOTECH (I) PVT. LTD.

FGTL-CIL-1458-16-TOPO-01 1 / 1

6.9586.953

CONTOUR

FOUNDATION

BENCH MARK

100

N

125

N

150

N

175

N

075

N

050

N

100

N

125

N

150

N

175

N

075

N

050

N

PJ SA SSG SNG08/09/20161 REVISED

Code Easting Northing RL

BH1 149.708 148.156 6.719

BH2 132.588 138.467 6.957

BH3 145.042 126.753 6.95

BH4 124.979 119.63 7.073

BH5 163.192 114.152 6.8

BH6 143.623 108.978 7.12

BH7 172.472 115.168 6.438

BH8 156.818 102.98 6.689

BH9 139.494 93.915 6.985